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Plans (37) r G.E. C.).0 1 -/ D.R. HORTON PLAN 3714 "B" I r . o �� n► GARAGE LEFT _ co 1) I I I( , _ � I I 1 _ 2 / 26-00-00 (SO SPAN : 6 , 6/12 PITCH o� A r- -1 25# LOAD ,� 8-00-00 �5-00-00 I I 1-0 O.H. ,ill 6.9 I - 3' 1131 ' Z I � 4 I,I ��I.ui1 '--/ e Jif•`aIle e - r^ , i ›Z iII � I willT/C TO 12' SZ$ ....-z, tikA _ ti �� I I 6/12 — — — - ! w 8� 6 ARIEL TRUSS c� I 6/12 V� g� ' �I+ I 1 574-7333 - I amu' i__________ `r � : a : � ` � y` I o 1_4,48'� IIL oDRAWN BY: — OZ r KEVIN LENS rIrdili�����"a� II� 1 0 IF °° 1 ; 3Z 1 D p m 2 �, ;; 3RD CAR OPTION - -EXT-�.ARAGEI = � CZ 3 ADD STR � , 4 C O2 y __ . 8-05-00 1 y 18-00-08 SPAN AJL & 1 SPAN (---/ ` ! r ' �/ �r Copyright (c) CompuTrus Inc. '\ _-\ 410 D.R. NORTON G.E., , PLAN 3714 °B° o - a GARAGE RIGHT ci _ I I I i _ I_ I_ 1 0 €9 26-00-00 / SPAN 8 6/12 PITCH I :% 25# LOAD f- -- 1-0 0.H. „.---"" ,ZI 5-00-00 8-00-00 A• I �Z T T T T 141....-- 1.1111 ,, g 1 pairil12 (.....(11Whi -T/C TO `�l �I 10' Z f 9 00 04M' I �'ARIEL TRUSS8' _ _" _ _ _ �� 6/12 110 oAIIIIII �t 574-7333 ( I I i , TIN ll _� Qo /V 6/12 ' 1 w , . RAGEClo �c DRAWN BY: .=, 4 _' KEVIN LENDS oo - 111.7r 8 Z -) 111111 l a, p&p., 4' , t., 1 f: i 6' tx i Inn 8 IBM ILIA ____ 1 .i.i...... C3 i.......i....m.m... --(--Tht-Th---- \ gl, 2 ,z7,_ mr, , , , A.7,„ ' LL ©m., __ __ , 11 STRUTS 3 �Z 0 EXT. GARAGE 3RD CAR OPTION (-- 1sC S ,_) y 8-0 SPAN5-00 y `r L,u sat( 18-00-08 y SPAN Copyright (c) CompuTrus Inc. 1 MiI MiTe _ lei MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: DR_HORTON_PLAN_3714-B 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: K2545814 thru K2545835 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. 1. 10... o PROFts NGiNEF� si0 89200PE 9c" et G . OREGON �i <OA"' 14 20)\0.0" 0 M'�lFR R I Lk- 't6;2`riArtaia ----L. 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 K2545814 DR_HORTON PLAN_3714-B3E1 CAL HIP 1 2 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:16 2016 Page 1 ID:Ayf Iqs?H0jsRZDEdE7Ft?GyMaCj-zDiH3Y08HN4yueySogo?d9v_DU2DEe??7LdNIHYMZQr I -1-0-0 I 3-11-8 I 7-6-12 t-0-Q 10-0.0 1 14-0-8 I 18-0.0 119-0.0 1 1-0-0 3-11-8 3-7-4 t-0j. 2-0-0 o5-4 3-7-4 3-11-8 1-0-0 Scale=1:34.0 4x4 4x9// WI �� N 6.00 12 /0, 1411/ L 1.5x4 1.5x4 i F _ C d �'� �� O 7 `i K 10 G B 0 a H P J P Q R 13x4= 4x4= 4x4= 3x8= I 7-6-12 I 10-5-4 I 18.0.0 7-6-12 2-10-8 7-6-12 LOADING(psf) SPACING- 2-0-0 - CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.05 I-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.40 Vert(TL) -0.22 G-I >959 180 TCDL 7.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.04 G n/a n/a BCLL 0.0 * Code IRC2012/TP12007 (Matrix) Weight:163 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,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):D-E. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) B=1728/0-5-8,G=1728/0-5-8 Max Horz B=-59(LC 8) Max UpliftB=258(LC 10),G=-258(LC 10) Max Gray B=2086(LC 27),G=2086(LC 27) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-K=3532/572,C-K=3450/585,C-L=-3312/581,D-L=-3224/588,D-M=29311558, E-M=2931/558,E-N=-3223/589,F-N=3311/581,F-0=34501585,G-0=3532/572 BOT CHORD B-J=458/3112,J-P=-449/2936,P-Q=449/2936,0-R=-449/2936,I-R=-44912936, G-1=-458/3069 WEBS C-J=-259/141,D-J=0/370,E-I=0/371,F-I=-261/140 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise Indicated. ��Q` E �� P(;op4.6,, 3)Wind:ASCE 7-10;Vuft=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 Gj NGI NE. ../3, �, AS?plate grip DOL=1.60 ---t 4 1*9 4)TCLL:ASCE 7-10;Pf=25.0 psf{flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 tt 89200 P E <' 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times fiat roof load of 25.0 psf on overhangs `�. non-concurrent with other live loads. �. `� , 7)Provide adequate drainage to prevent water ponding. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10OREGON `(C 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ' gyp, ,` fit between the bottom chord and any other members. <O 4)' 14 24 P} 10)A plate rating reduction of 20%has been applied for the green lumber members. A 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(#.1b)B=258, 4'7FR R 11_\- G=258. L\'G=258. 12)Girder carries hip end with 8-0-0 end setback. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2017 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 November 4,2016 I WARNING-Verify design parameters and READ NOTES ON 756$AND INCLUDED MITER REFERENCE PAGE 501-7473 ray.10/03/2015 BEFORE USE. Design valid for use only with Wake,connectors.This design is based only upon parameters shown,and is for an Individual buidmg 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 M. 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 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 K2545814 DR_HORTON PLAN 3714-B3E1 CAL HIP 1 2 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:16 2016 Page 2 ID:Ayflqs?H0jsRZDEdE7Ft?GyMaCj-zDiH3Y08HN4yueySogo?d9vDU2DEe??7LdN IHyMZQr NOTES- 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)707 lb down and 275 lb up at 10-3-8,and 707 lb down and 275 lb up at 7-8-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-64,D-E=153,E-H=-64,B-G=-48(F=-28) Concentrated Loads(Ib) Vert:D=-555 E=-555 t Q WARMNG-Verify design parameters end READ NOTES ON THIS AND INCLUDED MTV(REFERENCE PAGE x-7473 rev.10/03/3015 BEFORE USE. lra 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 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 o1 trusses and truss systems,see ANSIRPII Quality Criteria,DSB-a 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 K2545815 - DR_HORTON_PLAN_3714-5 3E2 QUEENPOST 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MTek Industries,Inc. Fri Nov 04 12:26:16 2016 Page 1 ID:Ayllgs?HOjsRZDEdE7Ft?GyMaCj-zDiH3Y08 HN4yueySogo?d9v_OU 1 xEcp?7LdNIHyMZQr 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 1-0-0 4-9-7 4-2-9 4-2-9 4-9-7 1-0-0 Scale=1:33.2 4x4= D 8.00 12 1.5x4 J K 1.5x4 C E I L B F e , G 1$ H a 3x4= 3x4 3x8= I 9.0.0 I 18-0-0 I 9-0-0 9-0-0 Plate Offsets(X.Y)- [B:0-0-15.Edgej.[F:0.0-15.Edgej LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (bc) 1/defl L/d 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/TPI2007 (Matrix) Weight:73 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-1 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 12) Max UpliftB=72(LC 14),F=72(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-I=1207/162,C-1—1165/177,C-J=-910/105,D-J=-841/119,D-K=841/119, E-K=9101105,E-L=1165/177,F-L=1207/162 BOT CHORD B-H=-105/1029,F-H=109/1029 WEBS C-H=359/150,D-H=1/501,E-H=359/150 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 13-4-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. ��0 P R 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 `���G NG)NE�R s�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. �� ,,_9 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q 89200 P E fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. /�,e rr s 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. ��••' CC. - ,1 OREGON �4 <0 Y 14 Z '� P.Jt., All}' R I t\- EXPIRES: 12/31/2017 November 4,2016 1 A WARNING-Verity design parameters end READ NOTES ON THIS AND INCLUDED WEB REFERENCE PAGE 91/1-7473 rev.10/0312015 BEFORE USE. NI 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 k- is always required for stability and to prevent colapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,056419 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply DR NORTON PLAN_3714-B 3J1 JACK 8 1 K2545816 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:17 2016 Page 1 ID:Ayflgs?H0jsRZDEdE7Ft?GyMaCj-RPGgGulm2hCpVoXeMOJE9MR tuM8z6W8M7NaNkyMZOq -1-0-0 8-0-0 18-0-0 C Scale=1:24.8 6.00 FT E B J � A ICA 2.5x4= D I 8-0-0 8-0-0 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.16 B-D >562 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.49 Vert(TL) -0.49 B-D >187 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (lb/size) C=238/0-3-0,B=407/0.5-8,D=77/Mechanical Installation guide. Max Horz B=115(LC 14) Max UpliftC=84(LC 14),B=-29(LC 14) Max Gray C=285(LC 19),B=418(LC 19),D=154(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vutt=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 Interior(1)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. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �� E0 P R Open 7)A plate rating reduction of 20%has been applied for the green lumber members. Q� F 8)Refer to girder(s)for truss to truss connections. SCO G I N4- dj" 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. �C? 9 2 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)C. Q :9200P 9 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • 7 OREGON 06 �lr✓� /O l9k 14 ' 4 MFR 2 °R 11-0-6Q' EXPIRES: 12/31/2017 November 4,2016 t • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for Ilse 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 applicabgity 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 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the iTQk- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITp11 Quality Criteria,OSB-89 and BCSI Building Component 250 KlugCircle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona, A 92880 Job Truss Truss Type Qty Ply _ K2545817 DR HORTON_PLAN 3714-B 3J1 D JACK 6 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:17 2016 Page 1 ID:Ayflgs?HOjsRZDEdE7Ft?GyMaCj-RPGgGu1 m2hCpVoXeMOJE9MR9RuTEz6WBM?NxHkyMZQq 1 -1-0-0 i 2-0-0 I 4-0-0 I 1-0-0 2-0-0 2-0-0 Scale=1:15.1 C 6.00 12 E 1 i `y 0 N N B 1 d A ' 014 2.5x4= D I 2-0-0 I 2-0-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 B >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 B-D >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2012/TP12007 (Matrix) Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) C=116/0-1-8,B=220/0-5-8,D=19/Mechanical Max Horz B=67(LC 14) Max Uplift C=-39(LC 14),B=-42(LC 14) Max Gray C=126(LC 19),B=222(LC 19),D=39(LC 5) 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=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Interior(1)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psi(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psi or 1.00 times flat roof load of 25.0 psi on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �otO P R OFFS 7)A plate rating reduction of 20%has been applied for the green ktmber members. '` I NE. s/ 8)Refer to girder(s)for truss to truss connections. ���5 N FR 0� 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)C. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. 2 89200P E 9w' 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)C. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ' --.-1011/. CC 7 4OREGON tx /4.0 /O '9Y 1421 Q-V" 'yER F111-\-- EXPIRES: 12/31/2017 November 4,2016 r 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1-7473 rev.10/03r2015 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 applicabday 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 M Tele 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 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 JobTruss Truss Type Qty Ply DR HORTON_PLAN_3714 B Al CAL HIP 1 K2545818 2 Ariel Truss Co.,Inc, Vancouver,WA Job Reference(optional) 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:18 2016 Page 1 ID:Ayflgs?HOjsRZDEdE7Ft7GyMaCj-vcp2UD20p Kf7y6rv5gUia_FblhxiMlaf6UpAyMZQp 1-1-0-01 3-11-8 I 7-6-12 13-0-0 1-0-0 3-11-8 3-7-4 0-5-44 55-0.0 I 5-0-0 0-5-4 22-0-48 1 35-68 -0-0 5-bo a 37-4 3-11-8 i4w I Scale:114"=1' 4x8 3x8= 4x6 0 8.00 12ricIR] 6a N 0 ba �� 1.5x4 C 1.5x4 d G 4 d b B cm H ,/ InaIR] b t lt� f 3x6= M P L K Q J d 3x8 = 4x6= 3x6= 3x8= 1.5x4 II 7-6-12 I I 13-0-0 I 18-5-4 I 26-0.0 1 7-6-12 5-5-4 5-5-4 7-6-12 LOADING(psi) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.13 K >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.27 J-K >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.21 Horz(TL) 0.10 H n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:238 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,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):D-F. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) B=2529/0-5-8,H=2529/0-5-8 Max Horz B=-60(LC 8) Max UpliftB=371(LC 10),H=-371(LC 10) Max Gray B=2752(LC 35),H=2752(LC 37) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-4989/812,C-D=-5017/836,D-N-4532//84,E-N=-4532/784,E-0=-4532/784, F-0=-4532/784,F-G-5017/836,G-11=-4989/812 BOT CHORD B-M=-658/4389,M-P=-851/5525,L-P=-851/5525,K-L=-851/5525,K-Q=-851/5525, J-0=-851/5525,H-J=-658/4344 WEBS C-M-1021368,D-M=0/920,E-M=-1258/214,E-K=0/290,E-J-1258/214,F-J=0/920, G-J=-102/368 NOTES- 1)2-ply truss to be connected together with 10d(0.131'5(3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9.0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. *\((- P R�F�cS, 3)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; `GJ NG N PF cSj� Cat.II;Exp B;enclosed;MVVFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 9 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 Q� 89200PE 9�' 5)Unbalanced snow loads have been considered for this design. 6)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. �' /' , 7)Provide adequate drainage to prevent water ponding. rr 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' OREGON C(' 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 G<0 -Q}, 14 2()\ ()�P�� fit between the bottom chord and any other members. •✓! 10)A plate rating reduction of 20%has been applied for the green lumber members. �FI R'`` 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=371, H=371. 12)Girder carries hip end with 8-0-0 end setback. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2017 Continued on page 2 November 4,2016 I 4 WARNING-Verify design paramefars and READ NOTES ON THIS AND INCLUDED ANTER REFERENCE PAGE ANI-7473 rw.10/03/2015 BEFORE USE. Design valid for use only with NUMB 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 budding design.Bracing indicated Is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing y� is always required for stability and to prevent cosapse with possible personal injury and property damage.For general guidance regarding the Ml l�k- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSOPI1 Quality Criteria,056449 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 _ K2545818 DR_HORTON_PLAN_3714-BA1 CAL HIP 1 2 Job Reference toptionall Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MTek Industries,Inc. Fri Nov 0412:26:18 2016 Page 2 ID:Ayflgs?H0jsRZDEdE7Ft?GyMaCj-vcP2UD20p_Kfly6w5gUia_Fblhx WXIaf6UpAyMZOp NOTES- 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)702 lb down and 268 lb up at 18-3-8,and 702 lb down and 268 lb up at 7-8-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D -64,D-F—153,F-1=-64,B-H=-48(F—28) Concentrated Loads(Ib) Vert:D=-555 F=-555 Q WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mg-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeke 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 MI ek' 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 ANSIfTP11 Quality Criteria,DSB-$O and BCSI Building Component 250 KIug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 02880 Job Truss Truss Type Qty Ply DR_HORTON_PLAN_3714-BA2 CAL HIP 2 1 K2545819 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 Mffek Industries,Inc. Fri Nov 04 12:26:19 2016 Page 1 ID:Ayflgs?HOjsRZDEdE7Ff?GyMaCJ-NONQhZ30a1TW16h1 TpLjEnXQ6h2URu5RpJs1 LcyMZQo r1.0-0I 3-11-8 I 7-6-12 8r0•1, 13-0-0 I 18-0-0 19-14 22-0-8 I 98-0-0 P7-0-01 1-0-0 3-11-8 3-7-4 0-5-4 5-0-0 5-0-0 65-4 3-7-4 3-11-8 1-0-0 Scale:1/4"=1' 4x6 i E H 3x8= 4x6 6.00 12 D le. 1! 1 cca6Z 6a 1.5x4 R S T U v X Y z G M 1.5x4 SIM i AB C Q d A P AC orn B d/ dii K d 3x8= o M L 4x8= 3x8= 3x8= 3x8= 1.5x4 II I 7-6-12 7-6.12 I 13-0-0 I 18-5-4 I 26-0-0 I 5-5-4 5-5-4 7-6-12 Plate Offsets(X.Y)— 16:0-8-0.0-0-7].IJ:0-8-0.0-0-7) TOL DING(pat) 0 SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.16 M >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.49 Vert(TL) -0.29 L-M >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.51 Horz(TL) 0.11 J n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:125 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc purlins,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(3-9-3 max.):D-G. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-9-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer • Installation guide. REACTIONS. (lb/size) B=1298/0-5-8,J=1298/0-5-8 Max Horz B=79(LC 13) Max UpliftB=154(LC 14),J=-154(LC 14) Max Gray B=1844(LC 31),J=1844(LC 31) FORCES. (Ib)-Max.CompiMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-P=-3133/525,P-Q=-3037/534,C-Q=2991/536,C-R=-2862/595,D-R -2700/601, D-S=2529/755,S-T=2529/755,T-U=2529/755,U-V=2529/755,F-V=2529/755, F-W=-2529/755,W-X=2529/755,X-Y=-2529/755,Y-Z=2529/755,G-Z -2529/755, G-AA=-2700/602,I-AA=2862/595,I-AB=2991/537,AB-AC=3037/535,J-AC=3133/526 BOT CHORD B-0=520/2674,N-0=-576/2818,M-N=-576/2818,L-M=576/2818,J-L -415/2674 WEBS D-0=-60/484,F-0=-686/234,F-L=-686/233,G-L=-59/484 NOTES- 1)Wind:ASCE 7-10;VuIt=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=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 10-0-0,Exterior(2)7-8-8 to 20-2-15 ,`�p.�d P R pFFss' Interior(1)20-2-15 to 27-0-0 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 • 0NGI NE-Fq �p 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. Q H9 200 P E '9f 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,On / 'e•✓`'s 1 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �Ct fit between the bottom chord and any other members. y 8)A plate rating reduction of 20%has been applied for the green lumber members. G/O XOREGON 41, 14 2 ' -t- Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=154, Q' 9) J=154. MfiR RIO- EXPIRES: I L�- 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12/31/2017 November 4,2016 e i. 0 WARNINO•VwNy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE/N-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 ( 1 a truss system.Before use,the building designer must verify theapplicabilityof design ll building design.Bracing indicated is to prevent buckling ofindividual truss eb and/or chord memberas properlyinion l temporaryete this design into thenbrac is always required for stability and to prevent collapse withonly. and permanent bracing MI ek' p possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1p11 Quality Criteria,DSB-88 and BCSI BuNdIng 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 K2545820 DR_HORTON_PLAN_3714-B A3 CAL HIP 2 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:21 2016 Page 1 ID:Ayflqs?HojsRZDEdE7Ft?GyMaCj-KBVA6F4HSvj E_PrQbEOB KCcIEVkWvtOkHdL8QVyMZQ m 1-1-0-01 3-11-8 I 7-6-12 8r0-P 13-0-0 I 18-0-0 16-514 22-0-8 I 26-0-0 P7-0-ol 1-0-0 3-11-8 3-7-4 0.5.4 5-0-0 5-0-0 0-5-4 3-7-4 3-11-8 1-0-0 Scale:1/4"=1' 4x4 4x4 F A 13141 4x44x4 6.00 12 3x8 = U D G T r E 0 o i lh J 1.5x4 s 1. 4 .5x4 II V 1.5x4% 8 C K �R W B L M o 3x8= Q P 0 N 3x8 3 4x4= x8_ 3x8 =- 1.5x4 1.5x4 II I 7-8-12 I 13-0-0 I 18-5-4 I 26-0-0 I 7-6-12 5-5-4 5-5-4 7-6-12 Plate Offsets(X.Y)- [B:0-4-9.0-1-8].IL:0-4-9.0-1-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.11 0 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.46 Vert(TL) -0.24 B-Q >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.09 L n/a n/a BCLL 0.0 * Code IRC20121TP12007 (Matrix) Weight:140 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):D-J,F-H. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s):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,L=1151/0-5-8 Max Horz B-89(LC 12) Max UpliftB=-89(LC 14),L=-89(LC 14) Max Gray B=1696(LC 31),L=1696(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-R=-2846/217,C-R=-2753/229,C-S=-2510/196,S-T-2425/196,D-T=-2406/205, D-F-1086/153,D-E=1329/130,E-G=-1345/129,0-1=1345/128,I-J=-1329/130, H-U=972/152,J-U-1086/139,J-V=-2425/205,K-V=-2510/196,K-W=-2753/229, L-W-2846/217,F-H=855/154 BOT CHORD B-Q=-152/2428,P-Q=-64/2003,O-P=64/2003,N-0=-64/2003,L-N=-158/2428 WEBS C-Q=-251/71,D-Q=0/256,G-Q=-61/306,G-N=-61/306,J-N=0/256,K-N=-251/71 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=oft; ��Ep PROFFS 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 11-8-10,Exterior(2)11-8-10 to S 143-6,Interior(1)18-3-8 to 27-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and ��\Co �N�'I N�FR / 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 9200 P E �< 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4110111,.. 5)Provide adequate drainage to prevent water ponding. To 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -9 OREGON <j/ 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will L- tij ,\b` fit between the bottom chord and any other members. /0 '9)- 14 21 Q+ 8)A plate rating reduction of 20%has been applied for the green lumber members. �t I 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,L. ".7R1311..\- 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12/31/2017 November 4,2016 t V ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEB REFERENCE PAGE 110I.7473 rev.10/03/2015 BEFORE USEmei- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,notNMI 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 properly damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSBd9 and BCSI Building Component 250 KIug Circle Safety IMormation 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_3714-8 A4 FINK 2 1 ion K2545821 Ariel Truss Co.,Inc, Vancouver,WA Job Reference(opta0 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:21 2016 Page 1 ID:Ayflgs?HOjsRZDEdE7Ft7GyMaCj-KBVA6F4H6vjE_P rQbEOB KCcnBVj EvgGkHdLBQVyMZQm 140 6-9-7 r1-0-0 I 6-9-7 I 6-2-9 O I 19-2-9 6-2-9 I 26-0-0 27-0.0 6-9-7 1-0-0 4x4= Scale=1:46.8 D P M 8.00 12 O N Q 1.5x4 \\ 1.5x4 // C • E R B F u m v G SM J SK I LT H Mt 4x4 = LOADING(psf)TCLL3x4 = 4x6 = 3x4 = 4x4= 8.1-2 I 17-10-14 26-0-0 8-1-2 9-9-11 8.1-2 25.0 SPACING- 2-0-0 CSI. DEFL. in (locj ddefl lid PLATES GRIP (Roof Snow=25.0) TCDL 7,p Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.26 H-J >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.58 FI-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/TP12007 (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 qufde. 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-0=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-S=5/1046,K-S=-5/1046,I-K=5/1046,I-L=5/1046,L-T=-5/1046, H-T=5/1046,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;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;WB=45ft;L=26ft;cave=oft; Cat.II;Exp B;enclosed;MFRS(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 bads have been considered for this design. t,0 PR OFA 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs s non-concurrent with other live loads. s ) NG I NE'L- s/O 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 'L 6)*fit Tbetw en the bottom chord and any othlerhis truss has been designed for a live emembers,with BCDL=10.d of 20.0psf on the Om psfro in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 89200 P E 17 <' 7)A plate rating reduction of 20%has been applied for the green lumber members. ,ar 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. r /-"� 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Ate+,•. y ,�OREGON D, ��� <9 -9 14 2 ' `1- Iii ' R R 11-1- Q'V" EXPIRES: 12/31/2017 November 4,2016 AWARMNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-T473 rev.10/03/2015 BEFORE USE. Design valid for use only with MlTelr®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a buss 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 Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB•89 and BCSI Building Component 260 KlugCirde Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona, A 92880 Job Truss Truss Type Qty Ply K2545822 DR_HORTON_PLAN_3714-8 A5 FINK 5 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:22 2016 Page 1 ID:Ayflgs?HOjsRZDEdE7Ft?GyMaCjoN3ZJb5vtDr5cZQc8xvQsQ9wbv3reCONH4iyxyMZQI 1.1-0.01 6-9-7 1 13-0-0 1 19-2-9 1 26-0-0 17-0-01 1-0-0 6-9-7 6-2-9 6-2-9 6-9-7 1-0-0 4x4= Scale=1:53.3 D fIi15x4h/ TF.00215x4 1.5X4-- g� d '= K JI H 4x4= 4x4= 3x4= 3x6= 3x4= 1.5x4 II I 8.1-2 1 13-0.0 1 17-10-14 1 26-0-0 I 8-1-2 4-10-14 4-10-14 8-1-2 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl 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 Incr NO WB 0.66 Horz(TL) 0.07 F n/a n/a BCLL 0.0" Code IRC2012/rP12007 (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 UpliftB=90(LC 14),F=-90(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-0=1966/174,C-0=-1883/193,C-P=-1808/208,P-Q=1714/218,D-Q=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=14/1133,1-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;VuIt=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,Interlor(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 ,�t�4ED PROFFss 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �NGI NE�� /O2 non-concurrent with other live loads. �� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 17 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q 89200 P E <" 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. / ,a,..„.. ' 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. --ILup Cr S 10)Hanger(s)or other connection device(s)shall beprovided sufficient to support concentrated load(s)63 lb down and 12 lb upat 13-0-0 PP ."OREGON 1(/ on bottom chord. The design/selection of such connection device(s)is the responsibility of others. �G .i Z h.IN �As <O 4)- 14 o 0P LOAD CASE(S) Standard MFR MLA-- Uniform 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:B-F=-20,A-D=-64,D-G=-64 EXPIRES: 12/31/2017 Continued on page 2 November 4,2016 I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE apt-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 buffing component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design kite 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 ANSITPII 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 DR HORTON_PLAN_3714-B A5 FINK 5 1 K2545822 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:22 2016 Page 2 ID:Ayflgs?HOjsRZDEdE7Ft?GyMaCj-0N3ZJb5vtDr5cZQcBxvQsQ9wbv3reCQtVH4iyxyMZQI LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-63 • a.WARNING-Verify design paramefare and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*W-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 appkcabeity 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 B A 1 k• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-.80 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 K2545823 DR_HORTON_PLAN_3714-8 A6 CAL HIP 1 2 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:23 2016 Page 1 ID:Ayflgs?HOjsRZDEdE7Ft?GyMaCj-GZdxXx6XeXzyDj?oieQfPdh8sJOCNk 1kxgFUNyMZQk r1-401 3-11-8 1 7-6-12 8r0-? 13-0-0 1 18-2-0 1 22-0-8 1 26-0-0 F7-0-01 1-0-0 3-11-8 3-7-4 0-5-4 5-0-0 5-2-0 3-10-8 3-11-8 1-0-0 Scale:1/4"=1' 4x4 i 3x8= 6x6 D68 TeN _ a OM C I F 6.00 12 � 1.5x4 5 Cii .' RIIIIII00 1.G5x4 i B H �j4 O @ 10 I 0. IP .� Co K _ 4x4= M L J 3x8= 3x8= 3x8 5x12 MT2OHS= 1.5x4 H I 7-6-12 I 13-0-0 1 18-2-0 1 26-0-0 1 7-6-12 5-5-4 5-2-0 7-10-0 Plate Offsets(X.V)— [H:0.4-9.0-1-8].[J:0-6-0.0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.11 L >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(TL) -0.31 H-J >999 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.10 H n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 BCDL 10.0 (Matrix) Weight:248 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(5-10-6 max.):D-F. WEBS 2X4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. F-J:2x8 DF SS G REACTIONS. (lb/size) B=1875/0-5-8,H=2972/0-5-8 Max Horz B=-60(LC 8) Max UpliftB=125(LC 10),H=-243(LC 7) Max Gray B=2086(LC 27),H=3172(LC 27) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-3674/216,C-D=3605/227,D-N=-3225/213,E-N=-3225/213,E-0=-5346/483, F-0=5346/483,F-G=-5683/509,G-H=5722/498 BOT CHORD B-M=167/3158,L-M=-310/4839,K-L=310/4839,J-K=310/4839,H-J=-407/4982 WEBS D-M=-45/1168,E-M=1955/209,F-J=178/2199,E-J=137/1170,G-J=267/144 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-2-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply PR connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. '`�' � ��� 5 `9,p 3)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; , GI NEER /0 Cat.II;Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 ,� l-- plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 89200P E 1' 5)Unbalanced snow loads have been considered for this design. 6)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. / 40 7)Provide adequate drainage to prevent water ponding. tf tr 8)All plates are MT20 plates unless otherwise indicated. •'9y 4'ifOREGON�� it 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /O '9Y 14 253 .} 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. ER R I L`�P 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)except(jt=Ib)B=125, H=243. EXPIRES: 12/31/2017 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 November 4,2016 t 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE*M•7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle 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-BA6 CAL HIP 1 K2545823 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:23 2016 Page 2 NOTES- ID:Ayflgs?HOjsRZDEdE7Ft?GyMaCj-GZdxXx6XeXzyDj?oieQfPdh8sJOCNk_1 kxgFUNyMZQk 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2316 lb down and 305 lb up at 18-2-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:A-D=-64,D-F=-64,F-1=64,B-J—20,H-J=-50(F=-30) Concentrated Loads(Ib) Vert:J=-2316(F) ©WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED INTER REFERENCE PAGE 11947473 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 budding 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 ANSVTPII Quality Criteria,DSB-89 end SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 82880 Job Truss Truss Type Qty Ply K2545824 DR_HORTON_PLAN_3714-B 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 12:26:23 2016 Page 1 ID:Ayflgs?HOjsRZDEdE7Ft7GyMaCj-GZdxXx6XeXzyDj?oieQfPdhBmJVTNop1 kxgFUNyMZOk I 3-9-0 I 7-11-8 8-11-8 3-9-0 4-2-8 1-0-0 Scale=1:17.4 4x4= B 6.00 12 .qty J �+ K A 2.5x6 I I 1111.1. \©/ 1.5x4 IIOlor 3x4= 2.5x4= I 3-9-0 I 7-11-8 3-9-0 42-8 Plate Offsets(X,Y)- (A:0 00.0 1-3J.(A:0-1-5.0-4-13j LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud 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 Incr YES WB 0.08 Horz(TL) 0.00 C n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Weight:28 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 DF Std-G Installation guide. 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. (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=-301/78,B-I=-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=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)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. �ED P R op 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs SL S' non-concurrent with other live loads. ... ' y sG N j F djO 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 44../ $9200 P E '91� fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,C. 41/111111 / 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. to OREGON '20 -I 14 2o'‘ IxPA, MFRRt��O EXPIRES: 12/31/2017 November 4,2016 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*111.7473 rev.10N3/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSITPII Quality Criteria,DSB-s9 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply DR_HORTON PLAN_3714-B B2 GABLE 1 1 K2545825 Mel Truss Co.,Inc, Vancouver,WA Job Reference(optional) 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:24 2016 Page 1 ID:Ayftgs71-10jsRZDEdE7Ft9GyMaCj-kmBJkH79Pg5prtZ GMxuxrEMViri6F3AzbZo1gyMZQj 3-9-0 I 7-11-8 I 8-11-8 4-2-8 1-0-0 I 4x4= Scale=1:17.4 B 5.00 12 r, M 1.5x4 II L i-iiii1.5x4 II K MI N J A INIIIIhillkillii.,_ C D I$ 12.5x6 II 1.5x4 II E 1.5x4 II 1.5x4 I I Mel 3x4= 2.5x4= I 3-9-0 I 7-11-8 I Plate Offsets(X.Y)- 4 2-5 [A:0-0-0.0-1-3j.jA:0-1-5.0-4-13J LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl 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 Incr 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 DF Std G OTHERS 2X4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 DF Std-G Installation guide. REACTIONS. (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(lb)or less except when shown. TOP CHORD A-J=-385/67,J-K=338172,K-L=-327/74,B-L=-301/78,B-M=-300/73,M-N=-332/67, N-0=-344/66,C-0=397/63 BOT CHORD A-E=-6/293,C-E=-6/293 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(1RC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 3)TCLL:ASCE DetailsGable End -10;Pf=applicable, 5 0 psf(flat roof snow);Cqualified egory II;Exp building B;Partially Exp.;ner as per I/TPI Ct=1.1. .���`�� P R OFtCs 4)Unbalanced snow loads have been considered for this design. ��5 ,,NG I NEF9 s/a 5)This truss has been designed for greater of min roof live load of 16.0 per or 1.00 times flat roof load of 25.0 psf on overhangs Q� non concurrent with other live loads. 89200 P E pr' 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 bads. .. 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 ... • 11511111° fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 4 OREGON i•4/ 10)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,C. /� ,I�r 14 2�N 12)"Semi-rigid pftchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. MFR R I IA- EXPIRES: � �P EXPIRES: 12/31/2017 November 4,2016 I r A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111-7473 Ho/.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 bulling 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 ind'Mdual truss web and/or chord members only.Additional temporary and permanent bracing MiTe + is always required for stability and to prevent colapse with possible personal injury and properly damage.For general guidance regarding the 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPI1 Quality Criteria,08549 and SCSI Buildin Com Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. g ponaM 250 Klug Circle Corona,CA 92880 Job Truss Truss Type Qty Ply _ K2545826 DR_HORTON_PLAN 3714-B Cl MONO CAL HIP 1 2 Job Reference{optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:24 2016 Page 1 ID:Ayflgs7H0jsRZDEdE7Ft7GyMaCj-kmBJkH79Pg5pr1Z GMxuxrEELikK6GmA2bZo1gyMZQj 8-0-0 I 4-1-12 I 7-5-0 7171 4-1-12 3-3-4 0-2- 0-4-9 Scale=1:28.5 4x4 1.5x4 II B C wwD 8.00 12 010 0PII ��B A . MIL 1A p�4x6 E 6x8= I 4-1-12 I 8-0-0 I 41-12 3-10-4 Plate Offsets(X.V)— IA:0-4-0.0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.08 A-E >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(TL) -0.21 A-E >429 180 TCDL 7.0 Rep Stress Ina NO WB 0.03 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IRC2012ITPI2007 (Matrix) Weight:86 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, except BOT CHORD 2x8 DF SS G end verticals,and 2-0-0 oc purlins:B-D. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=1589/0.5-8,E=2118/Mechanical Max Horz A=111(LC 7) Max UpliftA=184(LC 10),E=277(LC 7) Max Gray A=1766(LC 23),E=2316(LC 23) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS B-E=-439/78 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vuft=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=8ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip 4)TCLL:DASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 tiRO P f;OF�tS 5)Unbalanced snow loads have been considered for this design. �GJ� 48\49G21:::: s�0 6)Provide adequate drainage to prevent water ponding. �C? 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9 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 ft between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. / `ce 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)A=184, 0 OREGON 4(/. E=277. �G tij �` � 12)Girder carries tie-in span(s):18-0-8 from 0-0-0 to 8-0-0 <e) .44' 14 2°'\ 13)"Semi-rigid pitchbreeks Including heels"Member end fixity model was used in the analysis and design of this truss. ,t 1 .0'..14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ER R I LL 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)522 lb down and 71 lb up at 7-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. EXPIRES: 12/31/2017 LOAD CASE(S) Standard Continued on page 2 November 4,2016 r N A,WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5011.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Muck®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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent coNapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and 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 Oty Ply DR_HORTON_PLAN_3714-B Cl MONO CAL HIP 1 K2545826 2 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:24 2016 Page 2 ID:AyflgsTHOjsRZDEdE7Ft?GyMeCj-kmBJkH79Pg5prtZ GMxuxrEELikK6GmA2bZo1gyMZ0j LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-64,B-C=64,B-D=-64,A-E=-353(F=333) Concentrated Loads(Ib) Vert:E=510 A WARNING-Verify dem*parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII quality Criteria,DSB-ss and BCSI Budding 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 K2545827 DR_HORTON_PLAN_3714-B D1 CAL HIP 1 2 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:25 2016 Page 1 ID:Ayflgs?H0jsRZDEdE7Ft?GyMaCj-Cylhyd7nA8DgT18Bg3S7U2mVg67VrgIJB FJMZGyMZQi 1 -1-0.0 1 3.6-124-0-0 9-0.4 l 14-0-8 14-5-12 18-0-8 1 19-0-8 1 1-0-0 3-6-12 6.5-4 5-0-4 5-0-4 d5-4 3-6-12 1-0-0 Scale=1:34.0 4x4 i 3x8= 4x4 6.0012 C ISI L M erg y dN N F r O PZ J I H 3x4 = 3x4= 1.5x4 II 3x4= 3x4= I 3-6-12 I 9-0-4 I14-5-12 I 18-0-8 I 3-6-12 5-5-8 5-5-8 3-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.09 I >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(TL) -0.17 I >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.05 F n/a n/a BCLL 0.0 BCDL 10.0 • Code IRC2012/TPI2007 (Matrix) Weight:150 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,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):C-E. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) B=1123/0-5-8,F=1123/0-5-8 Max Horz B=-31(LC 8) Max Uplift B=-149(LC 10),F=149(LC 10) Max Gray B=1204(LC 26),F=1204(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=2511/275,C-K=-2196/257,K-L=-2196/257,D-L=2196/257,D-M=-2196/257, M-N=-2196/257,E-N=-2196/257,E-F=2511/275 BOT CHORD B-J=-219/2248,J-O=-387/3708,I-0=387/3708,I-P=387/3708,H-P=387/3708, F-H=218/2248 WEBS C-J=0/613,D-J=-15841197,D-I=0/266,D-H=-1584/197,E-H=0/613 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. P R 3)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; �k.��0 �F�,S's Cat.II;Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 �Co r1Gl NEF /Q plate grip DOL=1.60 C9 <c,. /9 '0, 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ��` 89200 P E -7 1-- 5)Unbalanced snow loads have been considered for this design. 6)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. � "� — 7)Provide adequate drainage to prevent water ponding. <r 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0Cr 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -G OREGON pr ,r\4✓ fit between the bottom chord and any other members. �O '9 Y 14 20'` -�- 10)A plate rating reduction of 20%has been applied for the green lumber members. $Q' 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=149, 111RR I l_\- F=149. 12)Girder carries hip end with 4-0-0 end setback. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2017 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 November 4,2016 t int AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 681.7473 rev.10/03/2016 BEFORE USE. Design valid for use only with MITeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delNery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,088.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply DR_HORTON PLAN_3714-B D1 CAL HIP 1 K2545827 2 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:25 2016 Page 2 ID:Ayflgs7 HDjsRZDEdE 7Ft?GyMaCj-Cylhyd7nA8DgT186g3S7U2mVg67 VrgIJB FJMZGyMZQi NOTES- 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)136 lb down and 53 lb up at 14-4-0,and 136 lb down and 53 lb up at 3-8-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-64,C-E=-89,E-G=-64,B-F=28(F=8) Concentrated Loads(Ib) Vert:C=107 E=-107 • AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED ABTEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly Incorporate this design into the overall budding design.Bracing indicated is to prevent budding of individual truss web and/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/TPI1 Quality Criteria,DSB-$9 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2545828 DR_HORTON_PLAN_3714-B D2 CAL HIP 1 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:26 2016 Page 1 ID:Ayflgs?HOjsRZDEdE7Ft?GyMaCj-g8139z8PwSLX4AjNNn_M1 GJezINR6a?3TQv2v5iyMZQh i -1-0-0 1 3.6-124y--0-qq 9-0-4 1 14-0-8 1¢5-1p 18-0-8 1 1-0-0 3-6-12 6-5.4 5-0-4 5-0-4 6-5-4 3-6-12 Scale=1:33.1 G D 6, .: 4x4* 44 FF 0, ►/ 113M. ► ►� 11.7.-A 141V N O • j ° S T U F M W S L H A = K J I 3x63x4= 1.5x4 II 3x4= 3x6 I 3-6-12 I 9-0-4 I 14-5-12 I 18-0-8 I 3-6-12 5-5-8 5-5-8 3-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.16 J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.50 Vert(TL) -0.29 I-3 >744 180 TCDL 7.0 Rep Stress!nor YES WB 0.75 Horz(TL) 0.08 H n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 BCDL 10.0 (Matrix) Weight:80 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc purlins,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(3-11-14 max.):C-F. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 7-9-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) H=887/Mechanical,B=973/0-5-8 Max Horz B=49(LC 13) Max UpliftH=-101(LC 14),B=-140(LC 14) Max Gray H=1191(LC 31),B=1336(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-L=-2404/668,L-M=-2351/673,C-M=-2251/679,C-N=20831823,N-0=2083/823, 0-P=-2083/823,E-P=-2083/823,E-Q=2174/876,O-R=2174/876,R-S=2174/876, S-T=-2174/876,T-U=2174/876,F-U=2174/876,F-V=2330/730,V-W=2341/728, H-W=-2466/723 BOT CHORD B-K=-720/2109,J-K=-722/3124,I-J=722/3124,H-1=-657/2198 WEBS C-K=-52/492,E-K=1327/373,E-I=1273/342,F-1=-44/482 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 6-0-0,Exterior(2)3-8-8 to 16-3-7, InMIWFRS for) 6-3-7 to 17-11-4reactions shown;Lumber DOL 160 plate grip DOLone;cantilever left and right =1.60nd vertical left and right exposed;C-C for members and forces& ..CC., PR 00-4, 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �j NGI N �c /0 3)Unbalanced snow loads have been considered for this design. Wit? 9 ?i9 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Q 89200 P E 1'' non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. - / 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 7)*This truss has been designed for a live load of 20.0psf 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. OREGON /.,(tiA.8)A plate rating reduction of 20%has been applied for the green lumber members. 174. 40, 9)Refer to girder(s)for truss to truss connections. <O 1)' 14 2.0'` p*- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)H=101 ,B=140. MER R 11-A- 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12/31/2017 November 4,2016 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGEWF7479 rev.10103/2015 BEFORE USE. tiiiii 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 budding 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 coNapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPIU Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply DR_HORTON PLAN_3714-B 1 1 D3 CAL HIP K2545829 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:27 2016 Page 1 _ ID:Ayflgs?HOjsRZDEclE7Ft7GyMaCj-SLsSNIg91hITT0iKIZuUVbZ18-0.8 bJbOcfLoSe9yMZQg 1-0-0 I 3-6-12 5. I 14-0-8 16.5-4 36-12 I 5-0.4 Scale=1:33.1 4x4 i 4x4 E =, lo km i 6.00 12 4x4 P 3x8= 4x4 d C F CI 4 I D R N N x4 I I CI S B J 'z 4x4= M L K 3x4 = 1.5x4 1I 4x4= 3x4= 3-6-12 3-6-12 I 5-5-8 I 14-5-125.5-8I 36.0.2 3-6-12 LOADING(psfl TCLL 25.0 SPACING- 2-0-0 C31. DEFL. in (ioc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.06 L >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.14 K-L >999 180 BCLL 0.0 • Rep Stress InaYES WB 0.17 Horz(TL) 0.05 J n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:94 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 45-12 oc purlins,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):C-I,E-G. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. JOINTS 1 Brace at Jt(s):F MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (lb/size) J=741/Mechanical,B=825/05-8 Installation guide. Max Horz B=58(LC 13) Max UpliftJ=36(LC 14),B=-74(LC 14) Max GravJ=1044(LC 31),B=1188(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-N=-1972/174,N-0=-1885/179,C-0=1819/182,C-P=-1060/129,E-P=-950/143, C-D=-844/116,D-F=858/114,F-H=948/119,H-1=934/120,G-Q=-935/147, I-Q=1061/133,I-R=1895/182,R-S=1931/179,J-S=2048/174,E-G=-836/149 BOT CHORD B-M=-145/1694,L-M=-78/1424,K-L=78/1424,J-K=-140/1782 WEBS F-M=-78/288,F-K=-95/378 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 7-8-10,Exterior(2)7-8-10 to 10-3-14,Interior(1)14-4-0 to 17-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and E0 PROF forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,`(� FS 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �Gj ANG I NE�� �'/p 3)Unbalanced snow bads have been considered for this design. 2 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Q_CO 89200 P E '91! non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. / 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Q 8)A plate rating reduction of 20%has been applied for the green lumber members. -y OREGON 1(/ 9)Refer to gIrder(s)for truss to truss connections. 'Lj �,9 4 20 '�' ��` '� 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)J,B. Q 11)"Semi-rigid pftchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. MFR A I r-,- 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12/31/2017 November 4,2016 0 WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE a11.7473 rev.10/0312015 BEFORE USE IIII Design valid for use only with MTeke 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 end 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 ANallTPIl Quality Criteria,DSB-t9 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 K2545830 DR_HORTON_PLAN_3714-B D4 QUEENPOST 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:28 2016 Page 1 ID:Ayflgs?HOjsRZDEdE7Ft?GyMaCj-CXQgaeAgS3bFKUtmVCOg6hOO5K7Q21 emuDXOAbyMZQf 1-1-0-0 1 4-9-9 I 9-0-4 I 13-2-15 I 18-0-8 I 1-0-0 4-9-9 4-2-11 4-2-11 4-9-9 Scale=1:33.0 4x4= D r 6.00 l 1.5x4 I J 1.5x4 .!-- E E C K H F B Fr fdd,o G 3x4= 3x4= 3x8= 9-0-4 I 9-0-4 9-0-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.11 F-G >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(TL) -0.36 F-G >593 180 TCDL 7.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.03 F n/a n/a BCLL 0.0 • Code IRC2012/TPI2007 (Matrix) Weight:72 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-8 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=825/0-5-8,F=741/Mechanical Max Horz B=70(LC 13) Max UpliftB-74(LC 14),F=-36(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-H=1228/173,C-H=1186/189,C-1=931/111,D-1=-861/122,D-J=-861/132, E-J=932/118,E-K=1177/195,F-K=-1252/186 BOT CHORD B-G=-136/1048,F-G-129/1078 WEBS C-G=-350/150,D-G=-15/523,E-G=-393/159 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=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. � P R 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 E� OF non-concurrent with other live loads. J"<('' 'NGI NEER tS'jO 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� 29 fit between the bottom chord and any other members. Q 89200PE r 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. ..41111P, ,��•/" 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �� to cr 7, ,OREGON t, /� 470'‘f4)1 14 2P P4 MFR R 1 L\- EXPI R ES: 12/31/2017 November 4,2016 A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 901-7473 rev.1 0/0 312 0 15 BEFORE USE. 11111. 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 truces and buss systems,see ANSIRPI1 Quality Criteria,DSB-a9 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 Oty Ply DR_HORTON_PLAN 3714-8 8 1 EJ3 JACK K2545831 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:28 2016 Page 1 ID:Ayflgs?HOjsRZDEdE 7Ft?GyMaCj-cXQgaeAg53bFKUtm VC0g6hOOJKBr24EmuDXOAbyMZQf I 1-o 0 I 5-0-0 5-0-0 Scale=1:17.4 C 6.00 riF E 0 d N B ,t �j.1j� A 1014 014 2.5x4= D I 5-0-0 I 5-0-0 TCLLLOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl LJd PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.16 TC 0.26 Vert(LL) -0.03 B-D >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.08 B-D >730 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) C=138/0-3-0,B=285/0-5-8,D=47/Mechanical Max Hors B=78(LC 14) Max Uplift C=-48(LC 14),B=34(LC 14) Max Gray C=156(LC 19),B=289(LC 19),D=94(LC 5) 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)c95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Interior(1)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. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �� ,�Q P R O fi s 7)A plate rating reduction of 20%has been applied for the green lumber members. F 8)Refer to girder(s)for truss to truss connections. \C, �Nr?I N�FR s/D 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. 2 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)C. Q� 89200 P E '9r 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ei -74. 4,OREGONtk �1v� <O -9y 14 2-°\ P-� SER R IO- EXPIRES: 12/31/2017 November 4,2016 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIlEK REFERENCE PAGE PRI-7473 ray.10/03/2015 BEFORE USE. MN Design valid for use only with MRek®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 budding 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 stabSity 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,DSB49 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 - 1(2545832 DR_HORTON_PLAN_3714-B EJ4D JACK 4 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MTek Industries,Inc. Fri Nov 0412:26:29 2016 Page 1 ID:Ayflgs?HOjsRZDEdE7Ft?GyMaCj-5j_Cn AIDNj6xeSy3vX3euxCPja2nXUv6tHZi1yMZ0e I -12-0-.0-0 1_0-0 I 2-0-0 I 4-0-0 I 1-0-0 2-0-0 2-0-0 Scale=1:15.1 C 164; e.00 12 E 1_ 10 N N B I 1 A ,/ 14 2.5x4= D I 2-0-0 I 2-0-0 LOADING(psf) SPACING- 2 0 0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 B >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 B-D >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCLL 0.0 BCDL 10.0 R Code IRC2012/TPI2007 (Matrix) Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) C=116/0-1-8,B=220/0-5-8,D=19/Mechanical Max Horz B=67(LC 14) Max UpliftC=39(LC 14),B=-42(LC 14) Max Gray C=126(LC 19),B=222(LC 19),D=39(LC 5) 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=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Interior(1)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 bads 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 bad of 25.0 psi on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live 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 fit between the bottom chord and any other members. ti¢�D P R 0��ts 7)A plate rating reduction of 20%has been applied for the green lumber members. -c fs 8)Refer to girder(s)for truss to truss connections. •, 04 I NEER /a 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)C. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. �' 89200 P E 9r 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)C. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. G 0- ON ix lei 7O 719Y 14 21`3 P} riR lo, EXPIRES: 12/31/2017 November 4,2016 t AWARNING-Verify destgn parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 50.7473 rev.10/03!2015 BEFORE USE. lid Design valid for use only with MiTeker connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall y' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi 1e kw 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 ANSITPII 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 K2545833 DR_HORTON_PLAN_3714-B J1 JACK 15 1 Job Referenceloptionall Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:29 2016 Page 1 ID:Ayflgs?HOjsRZDEdE7Ft?GyMaCj-5j_Cn_AIDNj6xeSy3vX3eux1 nTynXUv6tHZi1 yMZQe -1-0-0 8-0-0 1-0-0 8-0-0 Scale=1:24.8 6.00 12 E B A 2.5x4= D 8-0-0 I 8-0-0 LOADING(P�5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.16 B-D >562 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.49 Vert(TL) -0.49 B-D >187 180 BOLL 0.0 * Rep Stress InaYES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) C=238/0-3-0,B=407/0-5-8,D=77/Mechanical Max Horz B=115(LC 14) Max UpliftC=-84(LC 14),B=-29(LC 14) Max Gray C=285(LC 19),B=418(LC 19),D=154(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vu@=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Interior(1)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. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. � E) PROFF n 7)A plate rating reduction of 20%has been applied for the green lumber members. �f` 8)Refer to girder(s)for truss to truss connections. •Gj N1;D I N E� s/O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. �? 9 2 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)C. Q :9200P 9� 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. yG , OREGON ��Q .9Y 14 2©\ P-�- Mfi1 RILA- EXPIRES: -EXPIRES: 12/31/2017 November 4,2016 Q WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8111.7473 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,not111. a truss system.Before use,the building designer must verify the applicabtity 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 MT k is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB49 and BCBI Building Component 260 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2545834 ' DR_HORTON_PLAN_3714-13J1D JACK 11 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:29 2016 Page 1 ID:Ayfles?HOjsRZDEdE7Ft?GyMaCj-51_Cn AIDNj6xeSy3vX3euxCPja2nXUv6tHZi1yMZQe -1-0-0 2-0-0 4-0-0 1-0-0 2-0-0 2-0-0 Scale=1:15.1 C 1$ 6.00 12 E 1 • o A ,, 2.5x4= 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 B >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 B-D >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCLL 0.0 ` Code IRC2012/TPI2007 (Matrix) Weight:10 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) C=116/0-1-8,B=220/0-5-8,D=19/Mechanical Max Horz B=67(LC 14) Max UpliftC=-39(LC 14),B=-42(LC 14) Max Gray C=126(LC 19),B=222(LC 19),D=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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 Interior(1)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. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ��Q,�D PR OF'�SS N FR 7)A plate rating reduction of 20%has been applied for the green lumber members. G I NE•6../t? 8)Refer to girder(s)for truss to truss connections. �j 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)C. *44 2 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. 89200P E 9l 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)C. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. yG OREGON �/4/ <0 -9 y 14 20'` All}' FR EXPIRES: 12/31/2017 November 4,2016 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.10Po3/2015 BEFORE USE. Design veld for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not mit 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 k- Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-80 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 DR_HORTON_PLAN_3714-B J2 JACK 8 1 K2545835 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 12:26:30 2016 Page 1 ID:Ayfigs?H0jsRZDEdE7Ft?GyMaCj-ZwYa?KBw_grzZo18cd2186UNh7tjW k3LX07ETyMZQd 1ao i 1-0-0 4.0-0 0 Scale=1:14.9 C 6.00 12 E B I l A =, 014 2.5x4= 4-0-0 4-0-0 TOL DING(P525 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.01 B-D >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 B-D >999 180 BCLL 0.0 * Rep Stress!nor YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IRC2012JTPI2007 (Matrix) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2X4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) C=103/0-3-0,B=246/0-5-8,D=37/Mechanical Max Horz B=66(LC 14) Max UpliftC=35(LC 14),B=-37(LC 14) Max Gray C=114(LC 19),B=248(LC 19),D=74(LC 5) 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=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Interior(1)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 psi or 1.00 times flat roof load of 25.0 psi on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. ! Et) P R OPen 7)A plate rating reduction of 20%has been applied for the green lumber members. F 8)Refer to girder(s)for truss to truss connections. NCa NG I NES s/7 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. C? �' 9 110)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)C. � 89200 PE 29l 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1.114. •°P." - 4OREGON X44, /O 11 14 2C) P-}- 'frFRRI1-L EXPIRES: 12/31/2017 November 4,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AW-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MITekat 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 info 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 ANSVTPt1 Quality Criteria,DSB-119 and BCS/Building Component 250 KI CircleSafety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona, A 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3i4" Center plate on joint unless x,y p rtY offsets are indicated. I., (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. irrik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 0'l16 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p idlirlic)41411may require bracing,or alternative Tor 1I D: !!)) bracing should be considered. 1_ _4140, 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate '$ C l— designer,erection supervisor,property owner and plates 0- 'he'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/1'P!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 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 are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �� Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. kil IMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NUM 18.Use ofteen or treated lumber may y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal /gm I19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ro T e BCSI: Building Component Safety Information, ■ 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, is ANSUTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet MlI-7473 rev.10/03/2015