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Plans (45) 1m3-Tz016 006i ? 659 5 dAvvkicIA L GABLE 0 DR HORTON PLAN A110 "D" ENTRY RIGHT 20-00-00 SPAN RECEIVED DEC 1 2016 CITY OF ruriv.) BUILD; ,DWS JON 7/12 PITCH 1-0 0.H. 25# SNOW COMP ROOF ARIEL TRUSS CO INC. (360) 574-7333 et) DRAWN BY: KEVIN LENDE R/S u"- t-kL BLE ADD STRUTS 7-08-12 SPAN 13-06-00 UPPER SPAN GABLE 6,41-,i3) DR HORTON PLAN A110 "D" 20-00-00 ENTRY LEFT SPAN 7/12 PITCH 1-0 O.H. 25# SNOW COMP ROOF m FAO ARIEL TRUSS CO INC. T (360) 574-7333 { DRAWN BY: KEVIN LENDE 1CRQ er GABLE ADD STRUTS 7-08-12 SPAN 13-06-00 UPPER SPAN MiTeIC MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: DR HORTON PLAN A110-D The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K2475109 thru K2475115 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. *\((- � P R opus ��5 �NGINfiF� 89200PE OREGON A. <0 ' 14 2C3 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 K2475109 DR HORTON_PLAN_A110-DA1 FINK 21 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 17 11:30:55 2016 Page 1 ID:erblonyQmVWX2ijvAMQ4_3yS WSt-QNH2g8ndAksw3NyBEw03IaAprC5reLyLmkAos 1 ySVwk 1-1-0-0 I 5-2-15 I 10-0-0 I 14-9-1 1 20-0-0 121-0-0 1 1-0-0 5-2-15 4-9-1 4-9-1 5-2-15 1-0-0 4x6 11 Scale=1:38.6 D 7.00171-i N O 1.5x4 \\ 1.5x4 // C E 41 161111116 M F B 1111 441.111°11.111 " M. J K L I H Z 4x4= 3x4= 3x4= 3x4=I 4x4= 6-9-15 I13-2-1 i 20-0-0 6-9-15 6-4-1 6-9-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.06 H-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.15 B-J >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.03 F n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:88 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) F=899/0-5-8,B=899/0-5-8 Max Horz B=-109(LC 41) Max Uplift F=-730(LC 45),B=-730(LC 44) Max Gray F=1308(LC 58),B=130B(LC 57) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-M=-2112/1341,C-M=-1823/1051,C-N=-14871729,D-N=-1159/402,D-0=-1159/411, E-0=-14871729,E-P=-1847/1034,F-P=-2089/1342 BOT CHORD B-J=-1092/1746,J-K=-306/925,K-L=0/683,I-L=-177/746,H-I=-306/925, F-H=-1080/1698 WEBS C-J=-3131144,D-J=-56/476,D-H=-431476,E-H=-313/132 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 10-0-0,Exterior(2)10-0-0 to 13-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ��0 PRO F �, 3)Unbalanced snow loads have been considered for this design. G N 19' 45>/� 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 te 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. � - S9 200 P E '- 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=10.0psf. • 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 730 lb uplift at joint F and 730 lb uplift at ir 10 4 4:09 . cc joint B. 9)This truss has been designed for a total drag load of 2200 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag p4-- -j, ON tx A. loads along bottom chord from 0-0-0 to 20-0-0 for 110.0 plf. Q Y 1 4 2 . , 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. MER R 11- - 174 EXPIRES: 12/31/2017 October 17,2016 F 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 MiTek. building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOTek. 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 ANSIITPII 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 K2475110 DR_HORTON_PLAN_A110-DA1 FAU FINK 5 1 Job Reference{optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 17 11:30:56 2016 Page 1 ID:erblonyQmVVVX2ijvAMQ4_3yS WSt-uZrQtUoFx2_nhXXNodwlgojzBcQdNeKU?OwMOTySVwj 1-1-0-0 1 5-2-15 i 10-0-0 I 14-9-1 i 20-0-0 121-0-0 1 1-0-0 5-2-15 4-9-1 4-9-1 5-2-15 1-0-0 44 I I Scale=1:40,0 D %l 7.00 12P Q 1.5x4 I 1.5x4 I I C E ■ • OR REA B ABINIIIIIIIN F �� . G 13. I� K J I H 3x4 = 3x4 = 3x4= 3x4= 1.5x4 11 3x4= I 5-2-15 i 10-0-0 I 14-9-1 I 20-0-0 i 5-2-15 4-9-1 4-9-1 5-2-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.11 J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.37 Vert(TL) -0.36 J >650 180 TCDL 7.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.03 F n/a n/a BCLL 0.0 BCDL 10.0 ` Code IRC2012/TP12007 (Matrix) Weight:101 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G JOINTS 1 Brace at Jt(s):N MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) F=931/0-5-8,B=931/0-5-8 Max Horz B=109(LC 12) Max UpliftF-78(LC 14),B=-78(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-0=-1381/90,C-0=1302/105,C-P=-1367/184,D-P=-1284/202,D-Q=-1284/202, E-Q=-1367/184,E-R=-1302/105,F-R=-1381/90 BOT CHORD B-K=-21/1109,J-K=0/694,I-J=0/694,H-I=0/694,F-H=31/1109 WEBS D-M=-78/706,H-M=-91/685,E-H=-345/150,K-L=-91/685,D-L=-78/706,C-K=-345/150 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 10-0-0,Exterior(2)10-0-0 to 13-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. ��n_O P R 0A-L- 4) 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 c` �tJG I N � /O 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. 2'9 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will LC 89 200 P E c 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) ✓8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 78 lb uplift at joint F and 78 lb uplift at joint .` ' B. Q 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. OREGON 1i 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 8 lb up at 10-0-0 �G4 y �\be �A. � on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Q A 1 14 2 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). MFR R I L,-16P LOAD CASE(S) Standard EXPIRES: 12/31/2017 Continued on page 2 October 17,2016 1 him__ ®,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekSi 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 ANSI/TPI1 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 K2475110 DR_HORTON_PLAN_A110-DA1 FAU FINK 5 1 Job Reference(optional} Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 17 11:30:56 2016 Page 2 ID:erblonyQmVWX2ijvAMQ4_3yS WSt-uZrQtUoFx2_nhXXNodwlgojzBcQdNeKU?OwMOTySVwj LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(Of) Vert:A-D=-64,D-G=-64,B-F=-20 Concentrated Loads(Ib) Vert:J=-63(F) .;..:a :�7...K ,..: ;.. �#... ."v.,.7.- � > . :. 5, .. .W ', 'v.4. t >G' rP`IY}LC'YR.�.. 5. "1L• .c... f.6:..�'� .•r 2.v.�i.:lti:4d.�"....��'iiy. x.a��'uc... C".:!•'1.� 'Min.S'rri`,4�"_-;�C'y1_.2.'�£�.'wBt..x�...+�r nS.13-.S1u'yl�:. 4,..t314.F.°RST'.,...e,...hh..c....'.5, .�„°::"K�:k2...MR..S,.-'?at..n.}h.....:2�'�1+_`.RS4E�i�'.....3v,Yi3.^lui4:a.1.....`.4r.,e,ty±2F.E1kGYc...,L:3.,5�...�.-...��:7'.'C,..rc=�;:W.a..,.A.�.-.,5.-. +tats •.v.a+._Y`' 1. t2#``✓u - .�5'.w. - WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 art individual building component,not1111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSIR PII 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 4 Job Truss Truss Type Qty Ply K2475111 DR_HORTON_PLAN_A110-0A2 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 17 11:30:56 2016 Page 1 ID:erblonyQmVWX2ijvAMQ4_3yS WSt-uZrOtUoFx2_nhXXNodwlgoj_ccR8Nm 1 U?OwMOTySVwj 1-1-0-0 1 5-2-15 I 10-0-0 I 14-9-1 I 20-0-0 121-0-Q1 1-0-0 5-2-15 4-9-1 4-9-1 5-2-15 1-0-0 Scale=1:39.7 4x6 II 2.5x4 = D 7.00 12 E AC AB � : h )i C ,dtillifr F 1111007111 c' 11 eAA t • HS II AD i B 2.5x4 G i r0- 9 El El v LiL_" --— H R. 8 K J I 3x4= 3x4= 3x4 = 3x4= 3x4= I 6-9-15 I 13-2-1 I 20-0-0 I 6-9-15 6-4-1 6-9-15 Plate Offsets(X.Y)— [D:0-2-0,0-0-7],[L:0-4-8.0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.04 B-K >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.15 G-t >999 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.03 G n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) Weight:121 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.l&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G JOINTS 1 Brace at Jt(s):L OTHERS 2X4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) G=899/0-5-8,B=899/0-5-8 Max Horz B=-109(LC 12) Max Uplift G=-76(LC 14),B=-76(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-AA=12711107,C-AA=-1199/121,C-AB=-1116/128,D-AB=-1028/147,D-E=-995/127, E-AC=1055/129,F-AC=1105/122,F-AD=-1184/118,G-AD=-1261/100 BOT CHORD B-K=-35/1021,J-K=0/719,I-J=0/719,G-I=37/1008 WEBS C-K=-312/128,K-Q=30/465,D-Q=-54/481,D-L=8/387,1-L=-8/387 NOTES- 1)Wind:ASCE 7-10;Vult=l20mph(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 10-0-0,Exterior(2)10-0-0 to 12-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ��0 PR()kits, Gable End Details as applicable,or consult qualified building designer as per ANSI/fPI 1. �k. G]�� s� 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 a�5 �N �9 ,'2 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 89200 P E �� non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. illi 8)Gable studs spaced at 1-4-0 oc. ;r 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -y OREGON 1C/ 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will L, \t' fit between the bottom chord and any other members. <Q '9Y 14 2c) 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 76 lb uplift at joint G and 76 lb uplift at joint ER(A 1 L�- B. - 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2017 October 17,2016 ,,, ... .�,.� ,.. ..,.,. a t,,,,; ...�...._ .,,r, . ...r .�. .'s0- <ro x x a y,.�.,,_ ".Y h -•r_.u t'�?#ysS+tea_w..'a*u.n+,�•��;fiw.?!,��S•"5d.;�'„"..�.S.ii'..GMK.�u`�,..:,.e.'sib,.4i•"So.,s?w'�,is.._;1,:;�,�.�i".;t&t3iht4ftl�,:`�k#�}332-a:.e§'{:»,e:Turre..s:,u�,K.i�.i.£c-..x,�+�c._�.-r.'^..._a;A+:...r.,.+LxMa�.it,3t'�.-�,..5_=t'r ka'�:';�r:�bi"'k;^.�^ria'8'eta'Sz4�''tl:✓.:5��.,..3t�-;'t�`�;i•��1�.s�.-0,a..,eC'L afi'�.".,'eS�','".•t..a[:�r.t ,-:::.5.e.ror_.�,�, a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 properly incorporate this design into the overall MiTek* 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 ANSIITPII 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 K2475112 DR_HORTON_PLAN_A110- A3 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 17 11:30:58 2016 Page 1 ID:erblonyQmVWX2ijvAMQ4_3yS WSt-qyzBI9gWTfEVwghmw2ymwDoN7PAS r15nTiPTTMySVwh F-1-0-0 I 10-0-0 I 29-0-0 (21-0-0 I 1-0-0 10-0-0 10-0-0 1-0-0 3x4= Scale=1:40.0 I J H it G K 7.00 12F " : L E M ■ D ` r N e !! C r O P ".(VV VVV VVVVVVV VVVVSIVV VVVVVVVVYV VVV VVV VV`,:'., 3x4= AC AB AA Z Y X W V U T S R 3x4 = 5x6 MT2OHS= I 20-0-0 20-0-0 Plate Offsets(X,Y)- [I:0-2-0,Edge].(V:0-3-0.0-3-0] LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 P n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 0 n/r 120 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 P n/a n/a BCLL 0.0 * Code IRC2012/TP12007 (Matrix) Weight:115 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 20-0-0. (Ib)- Max Horz B=-109(LC 12) Max Uplift All uplift 100 lb or less at joint(s)P,B,Y,Z,AA,AB,AC,V,U,T,5, R Max Gray All reactions 250 lb or less at joint(s)P,B,X,Y,Z,AA,AB,AC,W,V, U,T,S,R FORCES. (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=2ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 10-0-0,Corner(3)10-0-0 to 13-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 '��G��0 P R Ore SS 4)Unbalanced snow loads have been considered for this design.t,i /O 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 (-IN. \A15) GI with other live loads. �C.i 2 6)All plates are MT20 plates unless otherwise indicated. 89200 P E �t" 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 1-4-0 oc. / 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L o 11)*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 -y OREGON. ((ice Ix frt between the bottom chord and any other members. G�, ,q NA 12)A plate rating reduction of 20%has been applied for the green lumber members. Q ' 1 2� P_ 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)P,B,Y,Z,AA,AB, /� AC,V,U,T,S,R. -R R 1k-\-14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2017 October 17,2016 .✓...,u ,f; ,w,.,. -:. .r. } R: .. ._xx1,,,,,r4,-,1!,,,N44,4,.:11'.4-7,W4, ,} R.�P•.:_}.'!�'.- :)�,..'i±t,'i7S�a h'ci t.Iv.a.�.+ba.N'.Ya.a yf Yle.+$,.,.@ei:..�ir9��N.'irCi1�,�`:xCbTa..:4".S�-',Sw.Y.�;'N.X�. .4'b.•ii�..,s'.VUf.:q=h.,h?•tom";i_`�'L•.+„t.5"•�'.'.3.2e..Y.eas;•i.G:... .Y!L�t3V..7� �'�h�r�^.",�.�iY1..5*N��kfiE,.t..:t, �E� �3°. •.t..' 5'.�_�ra��.1F«... S'.e'._.A_ � V FV _. e� a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall 11111 building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mel( is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPM Quality Criteria,DSB49 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply K2475113 DR_HORTON_PLAN_A110-DB1 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc; Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 17 11:30:59 2016 Page 1 ID:erblonyQmVWX2 ijvAMQ4_3yS WSt-J8XZWVg8EzMMY_GyTmT?SQLYtpWfaCnwhM80?oySVwg 1 -1-0-0 1 6-9-0 1 13-6-0 1 14-6-0 1 1-0-0 6-9-0 6-9-0 1-0-0 Scale=1:28,6 4x4= F G E 7.00 12 r T S H D 4 C B i K 1$ 3x4 = R 0 P 0 N M L 3x4= I 13-6-0 13-6-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 J n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 K n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 J n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:66 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-6-0. (Ib)- Max Harz B=-77(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,J,P,Q,R,N,M,L Max Gray All reactions 250 lb or less at joint(s)B,J,0,P,Q,R,N,M,L FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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=2ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 6-9-0,Comer(3)6-9-0 to 9-9-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or 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 psi or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ro :.) P R OFts 6)All plates are 1.5x4 MT20 unless otherwise indicated. '�� G NE o 7)Gable requires continuous bottom chord bearing. �� N F� Q� 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. c - $9200 P E 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will - fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. �" —. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,J,P,Q,R,N,M, �' t• • LZ- L. 7 OREGON 4 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4- 40 ,�D, /24 - RR t L'- EXPIRES: 12/31/2017 October 17,2016 e __ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.1010312015 BEFORE USE. mit 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 ANSI/TPI1 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 K2475114 DR_HORTON_PLAN A110-DCI KINGPOST 2 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 17 11:30:59 2016 Page 1 ID:erblonyQmVWX2ijvAMQ4_3yS WSt-J8XZWVg8EzMMY_GyTmT?SQLWQpVgaB2whM80?oySVwg -1-0-0 I 3-10-6 I 7-8-12 8-8-12 1-0-0 3-10-6 3-10-6 1-0-0 Scale=1:19,0 4x4= 7.00 12 N 1121 o E 1d A _ 1.5x4 11 2.5x4= 2.5x4= 3-10-6 17-8-12 I 3-10-6 3-10-6 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 B-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 B-F >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 D n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 BCDL 10.0 (Matrix) Weight:29 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 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=384/0-5-8,D=384/0-5-8 Max Horz B=-48(LC 12) Max Uplift B=-50(LC 14),D=-50(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-G=-345/19,G-H=285126,H-I=-276127,C-1=264/32,C-J=-264/32,J-K=-276/27, K-L=-285/26,D-L=-345/19 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 3-10-6,Exterior(2)3-10-6 to 6-10-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. P R 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p Opt. 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 G NF SSS fit .9 between the bottom chord and any other members. �C;\(;‘-'‘A Cit..A plate rating reduction of 20%has been applied for the green lumber members. ,7 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. Q- r-- 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. $92Oa P E 4opp 74. OREGON *`[vim 4 iQ }. 14 2-6\ 0 C,-�- MFR R I L\-�b EXPIRES: 12/31/2017 October 17,2016 ®WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 �r 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 ANSIITPII 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 K2475115 DR_HORTON_PLAN_A 110-D C2 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 17 11:31:00 2016 Page 1 ID:erblonyQmVWX2ijvAMQ4_3ySWSt-nL5xjrrm?HUD98g81 T_E?euhADrvJel4wOuZXEyS Vwf -1-0-0 3-10-6 7-8-12 8-8-12 1-0-0 3-10-6 3-10-6 1-0-0 4x4= Scale=1:18.5 C 1.5x4 II N 1.5x4 II 7.0012 - - O ca 1 N E a A 1.5x4 11 F 1.5x4 II 1.5x4 II 2.5x4 = 2.5x4 = 3-10-6 I 7-8-12 � 3-10-6 3-10-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 B-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 B-F >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.07 Horz(TL) 0.00 D n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2012/TPI2007 (Matrix) Weight:32 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2X4 DF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=384/0-5-8,0=384/0-5-8 Max Horz B=-48(LC 12) Max UpliftB=-50(LC 14),D=-50(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-K=345/19,K-L=-285/26,L-M=-276/27,C-M=-264/32,C-N=-264/32,N-0=-276/27, O-P=-285/26,D-P=-345/19 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=oft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-10-6,Exterior(2)3-10-6 to 6-10-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs si1/40 P R()FE non-concurrent with other live loads. G O N /9.(5't51/.°4, 6)Gable studs spaced at 1-4-0 oc. N 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 89200 PE fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. ,� 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r' y� 4.,„, OREGON 4/ Y 14 2o '}- FRRILL EXP!RES: U/31/2017 October 17,2016 .,�,;,, _.-..., .....a..._.....-. ,. ...v ... .....:.'x ` ..� ....... .........,u -_.y.� ,... ....y,- y. iia^•. :�! --L... _ '„„ss�e...:ta r. , .. --:x.. ...sT4:.arrx..�2^.`'':d'Kiri:F�,�'t.',Y;r ''.�s!s�;a'z3�:s��.:t�.i5�s�!(':m'�i.t,L6A';:4•RP.._Safi.VfL'�,..�`�:.-�:.*,a,.:,..P'�m rsCR;>L�±,tS+.':�t f,.-:.+'t6�L».r.,,__toz1..:�.Xa4.°aY,._%kirK..:.`�"µstx.�7"x�xSK' '�k3f'�F4 r'iC,�:-..3s...,.,r,rvad.°�,�{.c.r��'x k'�.-x,�"4i�nn"K,t*a.•e4.-*;�,4;N..:AiS�t=.a4 s. 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 properly incorporate this design Into the overall p 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 ANSIITPII 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 :f General Safety Notes PLATE LOCATION AND ORIENTATION il 3/4' Center plate on joint unless x,y 6-4-8 1 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury WA/ Dimensions are in ft-in-sixteenths. • 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. ( C1-2 c2-3 2. Truss bracing must be designed by an engineer.For ®m 16' wide truss spacing,individual lateral braces themselves 0 WEBS �aQ 4 may require bracing,or alternative Tor I iMi----iinit O ��' 0 bracing should be considered. U r U � ab `� � 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. I— - p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-80 cea cs s l- designer,erection supervisor,property owner and late 'r BOTTOM CHORDS all other interested parties. s0 �� p from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each —... This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ,p,he Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. w- 15.Connections not shown are the responsibility of others. Indicates location where bearings(supports)occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTekl 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. �� ® MII.K 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. sis k a BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, x1 e ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 Standard Gable End Detail ST-GE120-SP 1 .__I A I MiTek USA,Inc. Page 1 of 2 l I a 1 Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails,6"o.c. Vertical Stud �— \ Vertical Stud (4) 16d Common ��\ ,\\ DIAGONAL -- ---1 \ % Wire Nails _ ,c- \\ \ BRACE L4 tIl '41/4 i MiTek USA,Inc. �� w _—_..._16d Common SECTION B-B ,A- Wire Nails I DIAGONAL BRACE f-. -�wall y Spaced 6"O.C. 4'-0"O.C.MAX - (2)-10d Common ``-_2x6 Stud or �� TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 .A1 'w- 2x4 No.2 of better 1 -,. SHOWN ARE FOR ILLUSTRATION ONLY. - ,� • Typical Horizontal Brace = - 1 \ Nailed To 2x Verticals \� `2 SECTION A-A 2x4 Stud w/(4)-10d Common Nails .-j Varies to Common Truss P.. .1��A' 7,72-2 rairdlvMEMITA SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST �•• ��•• •��• TWO TRUSSES AS NOTED. TOENAIL BLOCKING �A �\\ DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. / ATTACH DIAGONAL BRACE TO BLOCKING WITH /, ** �"�� (5)-10d COMMON WIRE NAILS. / ` j - ■. -J,f- r-r B ,- B - ` , 3x4= (4)-8d NAILS MINIMUM,PLYWOOD —_Z/ /,T 7/,/./f_//%/ /// 4.2_,'" 7- ��, SHEATHING TO 2x4 STD SPF BLOCK // * -Diagonal Bracing ** -L-Bracing Refer \ Refer to Section A-A to Section B-B , 24"Max' Roof Sheathing--- \ / NOTE: - _ _,--- 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. !'I__._...._..__ r,/ AI4 � / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND , \ / WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1-3�� (2)-'Intl'T / '�/ 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. / . \ /(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 / / - I I 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. i ?. / 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / 4 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / 1:. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. �\ ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. ! 2xs 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 L/240. at 1/3 points / - COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. �� , TO\ LOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed ';:: TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 1 06-01-12 BY SPIB/ALSC. End Wall I: HORIZONTAL BRACE -.- ----__-_.. -- -- 1:--s-.1 (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x42x4 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/Stud 12"O.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/Stud_16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 _ 2x4 SP No.3/Studl 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 )( Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces 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 distanc., Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT a 30 FEET CATEGORY II BUILDING EXPOSURE B or C I ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH- - I ASCE 7-10 150 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. _ M^ ! DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.