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Plans (38) 44-5r)-v( C- - Gruel / 3v,_ 5- Sw PS/ac - RECEIVED RECEIVED MAR 2 3 2016 CITY OF TIGARD GABLE BUILDING DIVISION D.R. HORTON PLAN 4705 "A" COr 25-00-00 GARAGE LEFT SPAN o 6.5/12 PITCH o 10/12 PITCH 1-0 O.H M (FRON.T EYEBROW) 25# SNOW COMP CAD ARIEL TRUSS CO INC. ABLE (360) 574-7333 ---- �� E DRAWN BY: j1 1-3 JACKS GABLE KEVIN LENDE 0-8-8 O.H. 10/12 7-06-00 SPAN GABLE () D.R. HORTON PLAN 4705 "A" 25-00-00/ CAD / GARAGE RIGHT SPAN . D 06.5/12 PITCH 00 10/12 PITCH Z" co (FRONT EYEBROW) 1-0 O.H. Ulm 25# SNOW COMP AO ; ; ARIEL TRUSS CO INC. � � (360) 574-7333 1. CABLE 1 GAEL DRAWN BY:KEVIN LENDS t3 GABLE 1-3 JACKS c3_ . 0-8-8 0.H. 10/12 7-06-00 SPAN , uS L1 , ....r ® RECEIVED MiTek® MAR 2 3 2016 CITY OF TIGARD bU1LDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR_HORTON PLAN 4705 A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K1767994 thru K1767999 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. ,<(Q`EQ PRQFFS ��5 `r/0 t4, '�i �' 89782PE -s'r' 92 OREGON oma`" '�' �'CRY 15 a ,eP �'A UL R .'' /2016 March 1,2016 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. rJob Truss ITruss Type IQty y 1 K1767994 DR_HORTON_PLAN_4705_4A1 1FINK 14 1 1 1 1 Job Reference(optional) Ariel Truss Co.,CInc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:26:07 2016 Page ID:CjFk6rM?Y32HcrHjrUc3cOzgDOF-FMbRfBun21QC D9xQKV TUehC UD42gzQOpBdi WgHzgCrk 6-6.3 I - ---12-6-0—------- —1&3-13 -- ..— __.._...-__...-_ 0— ..--------- 0,40-} 6-6-3 5-11-13 5-11-13 4x4= Scale=1:45.2 D O N 6.50;12 P M 1.5x4 \ 1.5x4 i/ C E N A, Q L F ,} B — o G b _--------1e ----__.._ i a J I K H 03.7 3x4= CC i 3x4 3x4= 4x4= 3x4`_ 16-5-14 _.-25- .0 --------� F.— 8-6-2 7-11-12__ _ _.-.— 8-6-2 -- _Plate.Offsets(X Y)— [B:0-1-11.0-0-7].[E(1.17.1.1_,C4,0-71 ___________ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.13 H-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.34 B-J >857 180 TCDL 7.0 Rep Stress Ina YES WB 0.27 Horz(TL) 0.05 F n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) Weight:107 lb FT=20% BCDL MD LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-8 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 1 1 Installation guide. --I REACTIONS, (lb/size) B=1109/0-5-8,F=1109/0-5-8 Max Horz B=-115(LC 12) Max UpliftB-86(LC 14),F=-86(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-L-1699/137,C-L-1617/157,C-M=-1494/155,M-N-1401/165,D-N=-1390/177, D-0-1390/177,0-P=-1401/165,E-P=-1494/155,E-0=-1617/157,F-0=-1699/137 BOT CHORD B-J=-62/1407,I-J=0/933,I-K=0/933,H-K=0/933,F-H=-71/1407 WEBS C-J=-417/151,D-J-35/622,D-H=35/622,E-H=417/151 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=25ft;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 12-6-0,Exterior(2)12-6-0 to 15-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1.1 Q.EQ P n�Fs 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 .�C. �'NE�9 .c+ non concurrent with other live loads. cs 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 44 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 ct. 89782 P E 9l fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)A plate rating reduction of 20%has been applied for the green lumber members. 007 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. am ,�"7 OREGON 2o*- .4 GgRY 15 Q, 9� ''AUL R��J EXPIRES: 12/31/2016 March 1,2016 As WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 8847473 rev.10/03/2015 BEFORE USE. I N" 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 the design into the overall MiTek* building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 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,058-89 and BCSI Banding Component ' 250 Klug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 02880 Job cuss I Truss TypeQty ',Ply _ I K1767995 LIDR_HORTON_PLAN 4705 )FINK 5 1 ` Job Reference_Optional). 1 Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:26:07 2016 Page 1 ID:CjFk6rM?Y3ZHcrl jrUc3cOzgDOF-FMbRf8un21QCD9xQKVTUehCTF4YzzPlpBdiWgHzgCrk 1_0.0I R=E3 _ .._ 124.0---_- - - 18-5-13 ---- 1- 25-0-0 -.------.-.._. 1 -0i1-0.0 6-6-3 5-11-13 6-6-3 1-0-0 4x4 = Scale=1:49.3 1 D 6.50 112 t .,_ CI R op( S 1.5x4 \\ 1.554 // v, C E � ° T 8 P,. __- 1.5x4= NI 1.5x4 I F d iy! 14J ' • 4x4 _ K J I H eP 3x4 = 3x4 = 1 5x4 II 3x4 4x4 I- _6_$2-_-- 12-6-0 16-5-14 +---_-.- �---- 1 - --------._--.25-0-0 ___.......----- 311-14 3-11-14 I —�. — 5 2 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (bc) Vdefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.47 I Vert(LL) -0.10 B-K >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 ( BC 0.49 Vert(TL) -0.34 B-K >871 180 Rep Stress Incr NO WB 0.38 BCLL 0.0 * Horz(TL) 0.06 F n/a Na BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight 117 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-8 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 JOINTS 1 Brace at Jt(s):N MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (lb/size) B=1141/0-5-8,F=1141/0-5-8 Installation guide._ — - r Max Horz B=115(LC 13) Max UpliftB=-88(LC 14),F=-88(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-0=1767/147,C-0=-1684/166,C-P=-1562/165,P-Q=1469/174,D-0=-1458/186, D-R=-1458/186,R-S=-1468/174,E-S=1562/165,E-T=-1684/166,F-T=-1767/147 BOT CHORD B-K=-70/1466,J-K=0/1004,I-J=0/1004,H-I=0/1004,F-H=-79/1466 WEBS C-K=-414/151,K-L=-40/632,D-L=-40/660,D-M=-40/660,H-M=-40/632,E-H=-414/151 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=25ft;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 12-6-0,Exterior(2)12-6-0 to 15-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. ,Q,D P R Qpj- 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 �, cS non-concurrent with other live loads. Co ANG I N.EF9 �'/(9 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 - 8.782 P E t" fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. / 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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. p/ " 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 8 lb up at 12-6-0 rr 43 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. $ -74-e, c) - 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 1,9`C/'1Av 15 2 (Q. LOAD CASE(S) Standard '1 pA U L IA\' 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 EXPIRES: 12/31/2016 Continued on page 2 March 1,2016 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*111-7473 rev.10/03/2016 BEFORE USE. en Design valid for use only with MJrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not Illi ' j a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall ibuilding design. Bracing indicated is to prevent buckltnng of individual truss web and/or chord members only.AddBbnal temporary and per anent bracing i isb always required for stability and to prevent collapse with possible personal injury and propery damage. For general guidance regarding the MiTe kit fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Cdteda,059-89 and SCSI Building Component 250 Klug Circle Solely Intormafon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 92880 JobTruss Truss Type Qty Ply I K1767995 IDR HORTON_PLAN_4705_P.A2 FINK 5 I 1 i (Job Reference(optional)_-__._ Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:26:07 2016 Page 2 I D:Cj Fk6rM?Y3ZHcrHjrUc3cOzgDOF-FMbRfBun21QC D9xQ KV TUehCTF4YzzPlpBdi WgHzgCrk LOAD CASE(S) Standard Uniform Loads(plf) Vert:B-F=-20,A-D=-64,D-G=-64 Concentrated Loads(Ib) Vert:1=-63(F) AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. ' 1101 Design void for use only with Mifek®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 NT@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 AN51/TPI1 Quality Criteria,058-89 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 -.-_--.--I o TrussTruss Type Qty IPIY-----71 ----_. ------------_.._. -.----__-.. ----- DR HORTON_PLAN_4705 AA3 "GABLE 2 1 K1767996i L Reference(optignall Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:26:09 2016 Page 1 ID:CjFk6rM?Y3ZHcrHjrUc3cOzgDOF-CIjB4twlaMgwSS5oRwVyj6HvQuKeRNy6exBdk9zgCri F 1 D-1- -----____12-6.0 _ 1-0.0 12.6.0 ------..-_..----I----------- 95 -9 -.---.... ----...._.--..-- 126-0-0 1 12-6-0 1-0-0 3x4= Scale=1:46.8 J K L 9 M OA AP 6.50 f12 H N AN AQ G 0 F I � P 19 r. E ( 0 D i I I I 1 'R C I I I I S AM I I I AR B .1_ � 1 !' L_ T 1 3x4= AL AK AJ Al AN AG AF AE AD AC AB AA Z y x W v 3x4= 3x4= --._.._�_._.-.- --- ------ 25.0.0 Plate Offset. CY)--_IK:O 2--0 e - - LOADING(psf) SPACINNG- 2-0-0 CSI. -__ DEFL. in (lac) Vdeft- Ud PLATES GRIP TCLL 25.0 Plate (Roof Snow=25.0) p DOL 1.15 TC 0.04 Vert(LL) 0.00 T n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 I BC 0.03 Vert(TL) 0.00 T n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 T n/a n/a Code IRC20121 TPI2007 Weight:155 lb FT=20% BCDL.._- 10.0 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing - be installed during truss erection,in accordance with Stabilizer REACTIONS. All bearings 25-0-0. Installation guide. (lb)- Max Horz B=115(LC 13) Max Uplift All uplift 100 lb or less at joint(s)B,T,AF,AG,AH,Al,AJ,AK,AL,AB, AA,Z,Y,X,W,V Max Gray All reactions 250 lb or less at joint(s)B,T,AD,AF,AG,AH,Al,AJ,AK, AL,AC,AB,AA,Z,Y,X,W,V FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=25ft;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 12-6-0,Exterior(2)12-6-0 to 15-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 <<' ''.co PR-F'S 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ��Co tiNG I 1\14-,5, s/O non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. �� $9 78 P E -30" 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. • y�QI 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will - 9\4::::1 fit between the bottom chord and any other members. (0 11)A plate rating reduction of 20%has been applied for the green lumber members. 92 OREGON Q'''''"_‘"" '� 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,T,AF,AG,AH,Al 9n '9&Y . S J!,¢ ,AJ,AK,AL,AB,AA,Z,Y,X,W,V. 7 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. PA U L �� EXPIRES: 12/31/2016 March 1,2016 limial 7 a WARNING-Verify design pare:nanns and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A91.7473 rev.1W03/Ya1S BEFORE USE. __. Design valid for use only with HIM*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 verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated B 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/TPI1 Qualify Criteria,DS11-89 and BCS(Building Component 250 Klug Circle Safety IMormallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 'Job ITruss Truss Type Qty Ply i K1767997 DR_HORTON_PLAN_4705_ 131 ;KINGPOST I1 1 _ --- _ �. _._—_ IJobReference—(oationaM_.__- - Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:26:10 2016 Page 1 ID CjFk6rM?Y3ZHcrHjrUc3cOzgDOF-gxHZHDxfKgon4cg_?d08FKg2NHfs9gJFtbxAHbzgCrh ---3.9-0 I—.__ -..-_._._------ 7-8-0 _. ___-._ 1 -___-BS_0_._..---i .-..... 3-9.0 3-9-0 1-0-0 4x4 = Scale=1:16.7 B I H 6.50 52 G J n C' K F C A D a 471 10' l mi milhoi `moi 1.5x4 11 2.5x4 = 2.5x4= 7-6-0 _-....-.------ I 3-9-0 -------- -3-9-0_-- -- --- --_-._ LOADING(psf) TCLL 25A SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Lid � PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.00 A-E >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 A-E >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 C n/a n/a Code IRC2012/TP12007 (Matrix) I Weight:26 lb FT=20% BCDL 10.0 - LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) A=289/0-5-8,C=38110-5-8 Max Horz Ae-39(LC 12) Max UpliftA=-11(LC 14),C—54(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-F=-338129,F-G=-293/34,G-H=-277/36,B-H=-253/40,B-1=263/40,I-J—293135, J-K=-300/35,C-K—357/29 BOT CHORD A-E=0/253,C-E=0/253 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)0-2-12 to 3-2-12,Interior(1)3-2-12 to 3-9-0,Exterior(2)3-9-0 to 6-9-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psi on overhangs ��ED P R OF�Cs 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. ��'t ANG'N� � ,st 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 �p fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. C.' 97 82 P E r- 8) 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,C. ._. J' 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /� h `94,OREGON Oo ,cr. "fp/r 1�\J PAUL EXPIRES: 12/31/2016 March 1,2016 • a.WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/67473 rev.10/03/2015 BEFORE USE. MI. Design valid for use only with MiTek®connectors.This design Is based ony 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 B, building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Cdtedo,D51-89 and SCSI Building Component 250 Klug Circle Safety Infommaifor available from Truss Plate Institute 218 N.Lee Street,Suite 312.Alexandria.VA 22314. Corona,CA 92880 rob !Truss !Truss Type ,Qty Ply 1 DR_HORTON_PLAN_4705_4B2 GABLE 2 1 K1767998 L. ,Job Reference(optional..---- Mel Truss Co.,Inc, Vancouver,WA - 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:26:10 2016 Page 1 ID:Cj Fk6rM?Y3ZHcrHjrUc3cOzgDOF-gxHZH DxfKgon4cg_?dOBF Kg4AHgr9r0F1bxAHbzgC rh i -1-0-0 1 3-.9-0-- I ----.._7$�.-- ..________H____8-8_41._..__4 1-0-0 -_-___---..--- 3-9-0 1-0-0 Scale=1:18.1 4x4= D I 1.5x4 II 1 6.50 k2 E1.5x4 C L 7 i 7 M K N I j dl - 71 G A J I H 2.5x4 -= 1.5x4 II 1.5x4 II 1.5x4 I 2.5x4 =_ - 7$Q - 7-8-0 LOADING(psf) I = --- TCLL 25.0 SPACING 2-0-0 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 I TC 0.04 Vert(LL) 0.00 F n/r 120 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 F n/r 120 BCLL 0.0 * I Rep Stress InaYES WB 0.03 Horz(TL) 0.00 F n/a n/a BCDL 10.0 I Code IRC2012rrPI2007 I (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&Bir G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation gui Je. REACTIONS. All bearings 7-6-0. -- (Ib)- Max Horz B=-40(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,F,J,H Max Gray All reactions 250 lb or less at joint(s)B,F,I,J,H FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-9-0,Exterior(2)3-9-0 to 6-9-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as perANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Et) P R OFt-, 6)Gable requires continuous bottom chord bearing. g. 7)Gable studs spaced at 1-4-0 --0 oc. psf � NG!NEF, �'o 8)This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. 2 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 17"- fit between the bottom chord and any other members. $e 782 PE 10)A plate rating reduction of 20%has been applied for the green lumber members. / 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F,J,H. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. V/ "4-9,L OREGON o,`"Q 9�4- p U L p���Q, EXPIRES: 12/31/2016 March 1,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ill-7471 rev.10/03,2015 BEFORE USE. ... Design valid for use only with M7ek®connectors.This design Is based only upon parameters shown,and B for an individual building component,not 111111" 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 Meek* 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/►PIi Quality Criteria,DSS-89 and SCSI sorting 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 ITruss Type Qty Ply il K1767999 DR HORTON_PLAN_4705_ J1 JACK 9 1 Job Reference_Optional) _ ..-. Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Feb 29 16:26:11 2016 Page 1 ID:CjFk6rM?Y3ZHcrHjrUc3c0zgDOF-87gxUZxHS weimFBZLXQoXMFBh0Ku1fP6Fgjp2zgCrg -0-8-8 ._13-0 _ I 0-8-8 —�---- 13-0 ----- Scale=1:10.8 C 10.00 I12 A r, h I I B o I A 1 �I 2.5x4--= D I — 1`1-0 H ----------------.. 1-3-0 —___ ....-:— -.- LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 B >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.01 Vert(TL) -0.00 B >999 180 BOLL p.0 * i Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a Code IRC2012/TP12007 (Matrix) Weight:5 lb FT=20% BCDL 10.0 J._ — — LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I j Installation.guide. _ 1 REACTIONS. (lb/size) C=23/Mechanical,B=114/0-5-8,D=12/Mechanical Max Horz B=47(LC 14) Max UpliftC=-11(LC 11),B=23(LC 14) Max Gray C=25(LC 22),B=114(LC 1),D=24(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuk=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)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. �4V D PR OFe1S 7)A plate rating reduction of 20%has been applied for the green lumber members. �NG(K .0 8)Refer to girder(s)for truss to truss connections. NCp 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. 9 10)"Semi-rigid pkchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �' S 9782 P E •, ,y OREGON2o;4j �,- T9 'AIRY 15 t,Q- � PAUL fat `J EXPIRES: 12/31/2016 March 1,2016 Mil 456, WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MO-7473 rev,10103/2015 BEFORE USE Mil Design valid for use only with MRel&connectors.This design is based only upon parameters shown.and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.see ANSI/TPII Ovolfy Cdteda,DSB-89 and SCSI BuBding Component 250 Klug Circle Safety Informaton availoble from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION h 3/4" Center plate on joint unless x,y 6-4-8 dimensions (Drawings shownnot into ft-in-siscale) p xtroerty eenths Failure to Follow Could CauseProperty offsets are indicated. I =It Dimensions are in ft-in-sixteenths. Damage or Personal Injury 114Illih, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0-1/�6� ci- 2. Truss bracing must be designed by an engineer.For 11111111-10.1 4 wide truss spacing,individual lateral braces themselves rYiiilliarNt may require bracing,or alternative Tor I ■_ Op bracing should be considered. 0 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation,locate O MNINffifinfliamimmennimit 1 a O 4. Provide copies of this truss design to the building plates 0lil 'Ad' from outside BOTTOM CHORDS ~ designer,erection supervisor,property owner and all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. --- This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO loand are embed fully.Knots and wane at joint locations connector plates. THE LEFT, are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitabl Plate location details available in Mitek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/IPiitected from software or upon request. NUMBERS/LETTERS. 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 The first dimension is the plate ICC ES Reports: use with fire retardant,preservative treated,or green lumber. 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 ER-3907, 10.Camber is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to ESR-2362,ESR-1397,ESR 3282 I camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION i indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and �� Indicated by symbol shown and/or in all respects,equal to or better than that y Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at if indicated. spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 BEARING section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, established by others. or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior illi■ reaction section indicates jointMEM ©2012 MTek®All Rights Reserved approval of an engineer. �jif number where bearings occur. _ Min size shown.bearings for crushing only. �_ 17.Install and load vertically unless indicated otherwise. m. fa 18.Use of green or treated lumber may7.1 pose unacceptable Industry Standards: environental,health or performance risks.Consult with ANSI/TPI1: National Design Specification for Metal project engineer before use. Plate Connected Wood Truss Construction. 19.Review all portions of this design(front,back,words DSB-89: Design Standard for Bracing, and pictures)before use.Reviewing pictures alone ■ is not sufficient. 1 ee BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, Installing&Bracing of Metal Plate ` ANSI/TP!1 Quality Criteria. Connected Wood Trusses. j MiTek Engineering Reference Sheet:M11-7473 rev. 10/03/2015 i i Standard Gable End Detail ST-GE120-SP -- - MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To � /��l F7 2x Verticals W/10d Nails,6"o.c. Vertical Stud- ,\ 1-.-_. V Ii -, Vertical Stud (4)-16d Common \ DIAGONAL �_I \n Wire Nails .\�\ \ BRACE F�.i�� - I-1 / Yom✓ I >< 16d Common MiTek USA,Inc. / Wire Nails SECTION B-B ki> Spaced 6"O.C. DIAGONAL BRACE . 4'-0'O.C.MAX .__ — 2)-10d Common -------2x6 Stud or Wire Nails into 2x6 1115 � 2x4 Not of better TRUSS GEOMETRY AND CONDITIONS FA SHOWN ARE FOR LLUSTRATION ONLY. , \Typical Horizontal Brace �. --- Nailed To 2xVerticals \ 12 SECTION A-A w/(4)-10d Common Nails /;•-• \`'•,,�, '��.� Varies to Common Truss -- — 2x4 HA '•:3-,,-., .."--,,i * * , PROVIDE 2x4 BLOCKING BETWEEN THE FIRST /l/,///, l s//I!f./(7"777%/` "` SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING j�� ��� �;: `- DRAWINGS FOR DESIGN CRITERIA / - TO TRUSSES WITH(2)-10d NAILS AT EACH END. y A ** 0* --� ATTACH DIAGONAL BRACE TO BLOCKING WITH / (5) 10d COMMON WIRE NAILS. / " - !" B �x4= (4) 8d NAILS MINIMUM,PLYWOOD '��-......A.: 1 a�w %- / lMAI SHEATHING TO 2x4\D SPF BLOCK / * -Diagonal Bracing ** -L-Bracing Refer \ Refer to Section A-A to Section B-B24"Max Roof Sheathing— NOTE: " �'" 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. MIME - - V��I�U/-v 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND1'-3" WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-10f '" .<,• 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. j .� %(2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. / '- � 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB / OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 0- 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF %Trus S @ 2'4'n O.C- DIAPHRAM AT 4'-0"O.C. /I- 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL `► ABRACE TTACH TOBE LOCATED AT O VERTICAL STUDSHE WITH(4)10d NAILS THROUGH 2x4.N OF THE LONGEST STUD. N 2 6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace �/ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 pointCOMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If needed it_ ,\ TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE HORIZONTAL BRACE 06-01-12 BY SPIB/ALSC. End Wall .,_ (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brame BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No.3/Stud 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 8in o.c.,with 3in minimum end distance Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH -` ASCE 7-10 150 MPH STUD DESIGN IS DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS COMPONENTS ON MWFRS.SDDIG. -- GABLE P3 D.R. HORTON PLAN 4705 "A" 25-00-00 GARAGE LEFT SPAN 0 6.5/12 PITCH 0 10/12 PITCH C:/ (FRONT EYEBROW) 1-0 O.H. 25# SNOW COMP CAD ARIEL TRUSS CO INC. GAB (360) 574-7333 gt �� ---- �- a E DRAWN BY: �1-3 JACKS t °g KEVIN LENDE GABLE 0-8-8 O.H. 10/12 7-06-00 SPAN LuSz 1 GABLE 0 D.R. HORTON PLAN 4705 "A" 25-00-00 GARAGE RIGHT ,,, Ct A„,9 / SPAN 0 6.5/12 PITCH 0 10/12 PITCH co (FRONT EYEBROW) "' 1-0 O.H. I 25# SNOW COMP Et9 ARIEL TRUSS CO INC. 1 GABLE (360) 574-7333 t GAEL �-� �._ JL - s r DRAWN BY: KEVIN LENDE I3 GABLE 1-3 JACKS 0-8-8 0.H. 10/12 7-06-00 T ` ,. SPAN t )S2 c-.'