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Plans (32) T QST UIQ -, (Xf 131/s sw XY4 1fr&7i4(7--- RECENED 27-09-00 MAR 9 213 16 SPAN CITYOF IG pN BUILD GABLE D.R. HORTON PLAN 4706 "A" GARAGE LEFT Pr1 in t.CC,' 5/12 PITCH 1-0 O.H. L.L. 25# SNOW COMP IL (,) ARIEL TRUSS CO INC. (360) 574-7333 dmi I R/S DRAWN BY: GABLE KEVIN LENDE 18-11-08 A DD STRUTS -44‘014.‘h SPAN DBL T/C STUB . C3 9-03-00 SPAN LUST 27-09-N00 GABLE D.R. HORTON A j PLAN 4706 GARAGE RIGHT A(19 �tI 5/12 PITCH 1-0 O.H. # SNOW 25COMP A ARIEL TRUSS CO INC (360) 574-7333 V R/S (. k I DRAWN BY: KEVIN LENDE CC) GABLE c Ia ADD STRUTS 18-11-08 , ;TUB,-6,'' DBL T/C SPAN G3 ' 9-03-00 SI?AN L-0 MiTek MiTek , Inc. 250 Klug Circle USA Corona,CA 92880 951-245-9525 Re: DR_HORTON PLAN 4706-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: K1746062 thru K1746069 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. eco�,,G FFFss'o <4, R 89782PE 9r' s V OREGON ooh 9.4 ('9RY152 ��� PAUL /E-x• : ?/3_ 2016 • February 22,2016 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. Job Truss Truss Type Qty Ply K1746062 DR HORTON_PLAN_4706-A Al FINK 13 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:46 2016 Page 1 I D:BR2bLoxAHoMXhris51DciYzjUYF-3gVPGXOhKKFvtV 160f0JglaVmPiteELomfQ80SzjULF 13-10-8 20-5-10 27-9-0 128-9-01 I1-0-0 7-3-6 -1-0-01 7-3-6 I 6-7-2 I 6-7 -2 7-3-6 1-0-0 Scale=1:48.9 4x6= D P 5.00 12 0 1.5x4 \\ N Q 1.5x4 // E C Nv / R M F G v ry B I� PYA es- � ',—k o J K L I H 4x4 = 4x4= 3x4= 4x4= 3x4 = 18-5-12 27-9-0 1 I 9-3-4 9-3-4 9-2-8 9-3-4 Plate Offsets(X.Y)— FB:0-2-14,Edae].fF:0-2-14.Edael LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.21 H-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(TL) -0.50 B-J >660 180 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.09 F n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 (Matrix) Weight:110 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-6 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=1225/0-5-8,F=1225/0-5-8 Max Horz B=-73(LC 12) Max UpliftB=-92(LC 14),F=-92(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-M=-2306/205,C-M=-2231/222,C-N=-2041/192,N-0=-1950/202,D-0=-1948/212, D-P=-1948/212,P-Q=-1950/202,E-Q=-2041/192,E-R=-2231/222,F-R=-2306/205 BOT CHORD B-J=-139/2047,J-K=-42/1351,K-L=-42/1351,1-L=-42/1351,H-I=-42/1351, F-H=-148/2047 WEBS C-J=-509/161,D-J=-24/790,D-H=-24/790,E-H=-509/161 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=28ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 13-10-8,Exterior(2)13-10-8 to 16-10-8 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 0 P R OF 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ,0,E OF, t,, Unbalanced snow loads have been considered for this design. ,\A%-?'''`'�FR S, 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. C. :.9782PE -9r 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,with BCDL=10.Opsf. `�/�� 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 92 lb uplift at joint B and 92 lb uplift at joint - F y OREGON o`" 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. $-9 &,q Ry 5 (1.9 !�Q 9 k pain c EXPIRES: 12/31/2016 February 22,2016 1 f r... AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MTek&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall 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 property damage. For general guidance regarding the 9 250 Klug Circle fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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_4706-A A2 FINK K1746063 5 1 Ariel Truss Co.,Inc, Vancouver,WA Job Reference(optional) 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:47 2016 Page 1 I D:BR2bLoxAHoMXhIjs5IDciYzjUYF-Ys2oTtPJ5eNmVeclyNxYDz7ebp15Nf5x_J9iZuzjULE 1-1-0-0i 7-3-6 9-131 1-0-0 7-3-6 16-7--23-10- 20-5-10 6-7-2 I 7-3-6 127-9-0 -0-0 Scale=1:48.9 4x6= D EN 5.00 12 Q R 1.5x4 \\ P S 1.5x4 // C Filp/pp, E 0 T oA B N O/m ] 1.5x4— F _�- 1.5x4 II ,6x4r_i 1 G a 4x6 = K J I H �\ Io 3x4= 1.5x4 I 3x4= 3x4 = 4x6— I 93-4 13-10-8 I 18-5-12 27-9-0 4-7-4 4-7-4 9-3-4 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.15 B-K >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.62 Vert(TL) -0.50 B-K >656 180 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.09 F n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:122 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-7 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=1256/0-5-8,F=1256/0-5-8 Installation guide. Max Hoe B=-73(LC 12) Max UpliftB=-94(LC 14),F=-94(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-0=-2389/222,C-0=-2314/240,C-P=-2124/210,P-Q=-2034/220,D-Q=-2031/230, D-R=-2031/230,R-S=-2034/220,E-S=-2124/210,E-T=-2314/240,F-T=-2389/222 BOT CHORD B-K=-155/2123,J-K=-53/1445,I-J=-53/1445,H-I=-53/1445,F-H=-164/2123 WEBS C-K=-506/160,K-L=-34/792,D-L=-33/834,D-M=-33/834,H-M=-34/792,E-H=-506/160 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=28ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 13-10-8,Exterior(2)13-10-8 to 16-10-8 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. ���_Q P R Ok-en 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. �Ca NAI N,E . s/O 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '4 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 Q� "7 fit between the bottom chord and any other members. $•782 PE 7)A plate rating reduction of 20%has been applied for the green lumber members. / ,e. ' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 lb uplift at joint B and 94 lb uplift at join • F. .� . 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. v h 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 12 lb up at OREGON '� 13-10-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ir -9,9 �qRY 15 2 !`�� LOAD CASE(S) Standard PA U L RAJ EXPIRES: 12/31/2016 Continued on page 2 February 22,2016 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. I M . 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 bucking 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 ANSI/ml 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 K1748063 DRHORTON_PLAN_4706-A A2 FINK 5 1 _ Job Reference(optional) AnsI Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:47 2016 Page 2 ID:BR2bLoxAHoMXhIjs51DciYzj UYF-Ys2oTiPJSeNmVeclyNxYDz7ebp15Nf5x_J9iZuzjULE LOAD CASE(S) Standard 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 Concentrated Loads(Ib) Vert:J=-63(F) II A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 10111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 250 Klu fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-69 and BCSI Building Component 250 KIu9C Circle Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply DR_HORTON_PLAN_4706-A A3 GABLE K1746064 1 1 Ariel Truss Co.,Inc, Vancouver,WA Job Reference(optional) 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:49 2016 Page 1 I D:BR2bLoXAHoMXhIjs5IDciYzjUYF-UFAYuYQZdFdTkymh4oz010C7sdrGrgdESdeodnzjULC 1-0-0 -10-8 1-0-0 13-10-8 I 27-9-0 p8-9-01 13-10-8 1-0-0 Scale=1:49.1 3x4= J K L I M 5.0012 HAM NAN G 0 PE 111Q1111111111111A111:111e. D R C S AL 1111111111111 v B me o 3x4 = AK AJ Al AH AG AF AE AD AC AB AA Z Y X WV 3x4= 5x6 MT2OHS= I 27-9-0 27-9-0 Plate Offsets(X.Y)- [K:0-2-0.Edge],[AB:0-3-0.0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 T n/r 120 MT20 220/195 (Roof Snow=25.0) TCDL 7.0 Lumber DOL 1.15 BC 0.07 Vert(TL) 0.01 U n/r 120 MT2OHS 165/146 BCLL 0.0 * Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 T n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight 154 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. All bearings 27-9-0. Installation guide. (Ib)- Max Horz B=-73(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,T,AE,AF,AG,AH,Al,AJ,AK,AB, AA,Z,Y,X,W,V Max Gray All reactions 250 lb or less at joint(s)B,T,AD,AE,AF,AG,AH,Al,AJ, AC,AB,AA,Z,Y,X,W except AK=325(LC 1),V=325(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=28ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 13-10-8,Exterior(2)13-10-8 to 16-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TOLL:ASCE 7-10;Pf=25.0 sf fiat roof snow;Cate o II;Ex B;PartiallyExp.;Ct=1.1 �cp,0 PRO-7.-e," + P ( ) 9 iY P 4)Unbalanced snow loads have been considered for this design. s 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 c�Gj ANG I NJc9 / non-concurrent with other live loads. �2 6)All plates are MT20 plates unless otherwise indicated. �� $9782 PE 4r" 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 1-4-0 oc. ,,� . 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 11)*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 v fit between the bottom chord and any other members. 9 OREGON 0'�� 12)A plate rating reduction of 20%has been applied for the green lumber members. Q' 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)B,T,AE,AF,AG, 9� ��RY 15 2 �� AH,AI,AJ,AK,AB,AA,Z,Y,X,W,V. /r PAUL RN�1 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 1 February 22,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. i MI 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl 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 , K1746065 DR_HORTON_PLAN_4706-A A4 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:50 2016 Page 1 I D:BR2bLoxAHoMXhljs5lDciYzjUYF-yRkw5uRCNZIKM6LtdWFrbIBb14oa_8OgHOM9DzjULB _1-0-01 13-10-81 20-5-10 27-9-0 X28-9-01 1-0-0 7-3-6 6-7-2 6-7-2 7-3-6 1-0-0 Scale=1:48.9 4x6=- 5.00 e_ 11:-04 F 5.00 12 AE E AG 3x4 AD Ai 1p F C/ �%O AH nom: __ d d �. J ' ►- K 4x4= 4x4= 3x4= 3x4= 3x4 = 18-5-12 27-9-0 I 9-3-4 9-2-8 I 9-3-4 Plate Offsets(X.Y)-- fB:0-2-14.Edae1.rD:0-2-0.0-0-01.fG:0-2-10.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.15 B-K >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(TL) -0.50 G-I >657 180 TCDL 7.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.09 G n/a n/a BCLL 0.0 * Code IRC2012/TP12007 (Matrix) Weight:149 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-2 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):L OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1225/0-5-8,G=1225/0-5-8 Max Horz B=-73(LC 12) Max UpliftB=-92(LC 14),G=-92(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-AC=-2307/205,C-AC=-2232/222,C-AD=-2041/193,AD-AE=-1950/202,D-AE=-1947/212, D-AF=-1832/181,E-AF=-1863/172,E-AG=-1995/198,F-AG=-2038/190,F-AH=-2207/214, G-AH=-2287/196 BOT CHORD B-K=-139/2049,J-K=-73/1416,I-J=-73/1416,G-I=-138/2026 WEBS C-K=-508/162,K-R=-13/777,D-R=-47/805,D-L=0/649,I-L=0/655,F-1=-369/125, E-L=-257/66 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=28ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 13-10-8,Exterior(2)13-10-8 to S 16-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions �E� PROFF 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 ��,�� I�NG)NE�c Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 17 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 l ' 89782PE r 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 - .---..s ,,1.111°.. non-concurrent with other live loads. • _ 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 1-4-0 oc. OREGON �'�� 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,1 4v (1Qr 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 '9�L. qRy - 6 �� fit between the bottom chord and any other members. '1 pA U 1�t 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,G. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 February 22,2016 I ra AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mirek` 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 250 Klug Circle fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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_4706-A B1 GABLE K1746066 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:51 2016 Page 1 ID:BR2bLoxAHoMXhIjsslDciyzjUYF-QdlIJESg8stB_Gv4BCoUNpHT1 QXZJaJXvx7vifzjULA -1-0-0 1-0-0 1 9-5-12 I 18-11-8 119-11-0 i 9-5-12 1-0-0 Scale=1:34.4 4x4= G F ° H 5.00 ' X E � 11111111 IYD J C r11 K 11 � -4111111:11111111111111111111 Z V i B n 11 11 11 Y y M v 17 3x4 = V U T S R Q P 0 N 3x4 = I 18-11-8 18-11-8 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 L n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(TL) 0.01 M n/r 120 BCLL 0.0 Rep Stress lncr YES WB 0.05 Horz(TL) 0.00 L n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:87 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 18-11-8. (Ib)- Max Horz B=48(LC 13) Max Uplift All uplift 100 lb or less at joint(s)B,L,S,T,U,V,Q,P,0,N Max Gray All reactions 250 lb or less at joint(s)B,L,R,S,T,Q,P except V=359(LC 1),N=359(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS C-V=-255/146,K-N=-255/146 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=2ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 9-5-12,Corner(3)9-5-12 to 12-5-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ���vO PR Ores non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. ,\CJ 0AG� Ss 6) crj0, 7)Gable requires continuous bottom chord bearing. 2 8)Gable studs spaced at 1-4-0 oc. - 8.782 P E 9r 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will / • - fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. '' r/ 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,L,S,T,U,V,Q, " OR )413,,,i,.. o,N. 9,y Q,• 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '9,9/r AIR -I 3 2 s.0 � pAUL R‘�,v EXPIRES: 12/31/2016 February 22,2016 t 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with WO®connectors.This design is based only upon parameters shown,and is for an individual building component,not e a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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 MiTek- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1746067DR HORTON_PLAN_4706-A Cl KINGPOST 1 1 — Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:51 2016 Page 1 I D:BR2bLoxAHoMXhIjs51DciYzjUYF-Qdl IJ ESg8stB_Gv4BCOUNpHSIQ WfJZkXvx7vifzjULA 1 -1-0-0 1 478 I 930 I 1-3-0 I 1-0-0 4-7-8 4-7-8 Scale=1:21.1 4x4= C 5.00 12 J NZ I K H L G D B io 1 Io 7 A = F = 1.5x4 II 2.5x4 = 2.5x4 = I 4-7-8 I 4-7-8 4-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 D-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 D-F >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 D n/a n/a BCLL 0.0 * Code IRC2012/TP12007 (Matrix) Weight:32 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) B=448/0-5-8,D=448/0-5-8 Max Horz B=-26(LC 12) Max UpliftB=-54(LC 14),D=-54(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-G=-548/80,G-H=-502/84,H-I=-491/85,C-1=-483/93,C-J=-483/93,J-K=-491/85, K-L=-502/84,D-L=-548/80 BOT CHORD B-F=-22/449,D-F=-22/449 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.11;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 4-7-8,Exterior(2)4-7-8 to 7-7-8 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. 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 ��EQ P R 9F�s 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. ��'c, �NG'N E�R s/O29 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 -C3 fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 89782 P E 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 51 OREGON Zo4.° Q' y (�qRy �Q. 4/,9 Al PA U L �\J EXPIRES: 12/31/2016 February 22,2016 ti A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. -_ Design void for use only with MiTekS 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply DR_HORTON_PLAN_4706-A C2 GABLE 1 1 K1746068 Mel Truss Co.,Inc, Vancouver,WA Job Reference(optional) 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 18:04:52 2016 Page 1 -1-0-0 ID:BR2bLoxAHoMXhIjs51DciYzjUYF-ugshWaTSvA?2cQUGIwXjw0 20_gfibtTE6zjUL9 1-0-0 4-7.84-7-8 9-3-0 10-3-q-3-0 4-7-8 1-0-0 Scale=1:21.1 4x4= C 5.00 12 1.5x4 1.5x4 II M N L - O K P I- B A - D I�o- X 0 0 E M o X 1.5x4 II F 1.5x4 II 2.5x4 = 1.5x4 II 2.5x4 = I 4-7-8 4-7-8 I 9-3-0 LOADING 4-7-8 (psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 D-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 D-F >999 180 BCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 D n/a n/a BCLL 0.0 Code IRC2012/TPI2007 BCDL 10.0 (Matrix) Weight:35 lb FT=20% LUMBER- TOP CHORD 2x4 DF No.1&Btr G BRACING- BOT CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. WEBS 2x4 DF Std 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. (lb/size) B=448/0-5-8,D=448/0-5-8 Installation guide. Max Horz B=-26(LC 12) Max Uplift B=-54(LC 14),D=-54(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-K=-548/80,K-L=-502/84,L-M=-491/85,C-M=-483/93,C-N=-483/93,N-0=-491/85, O-P=-502/84,D-P=-548/80 BOT CHORD B-F=-22/449,D-F=-22/449 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 4-7-8,Exterior(2)4-7-8 to 7-7-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. ���ED P R OFFS 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. ���j GI NFF9 s/D 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y 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 Q "9 782 P E t' fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. - 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. GO 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r vill 9� •REGON 9.9 &'9RY 15 'Lc)'''._ l‹,,, PAUL RA EXPIRES: 12/31/2016 February 22,2016 WARNING-Verify design I nfy 8 parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/09/2015 BEFORE USE. hdi Design valid for use only with MTekS 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Oty Ply K1746069 DR_HORTON_PLAN_4706-AKINGPOST 1 1 C3 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 1918:04:52 2016 Page 1 I D:B R2b LoxAHoMXhljs5l DciYzjUYF-uq sh WaTSvA?2cO U GlwXjw0gc9gsw20zg8btTE6zj UL9 8-9-0 I -1-0-0 i 4-7-8 i 4-1-8 1-0-0 Scale=1:18.3 4x4 = C I 5.00 12 F H - J G K D B a -� o o A E 2.5x6 I I X 1.5x4 I I [. 2.5x4= 2.5x4 = I 8-9-0 I 4-7-8 4-1-8 4-7-8 Plate Offsets(X.Y)-- ID:0-0-0.0-0-131.ID:0-1-1.0-6-10] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.01 B-E >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 B-E >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 D n/a n/a BCLL 0.0 * Weight:30 lb FT=20% BCDL 10.0 Code IRC2012/TPI2007 (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. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Right 2x4 DF Std-G Installation guide. REACTIONS. (lb/size) B=440/0-5-8,D=350/0-1-8 Max Horz B=26(LC 13) Max UpliftB=-56(LC 14),D=-15(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-F=-490/72,F-G=-444/74,G-H=-428/76,C-H=-403/81,C-I=-407/87,I-J=-430/82, J-K=-434/81,D-K=-479/78 BOT CHORD B-E=-32/392,D-E=-32/392 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 4-7-8,Exterior(2)4-7-8 to 7-7-8 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 Q.E� P R�F�s 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 r•`�G NG)NER f$'j� non-concurrent with other live loads. ?i 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 : Symbols Numbering System A General PLATE LOCATION AND ORIENTATION1 Safety Notes 3/4' Center plate on joint unless x,y I 6-4-8 dimensions •shown in ft-in-sixteenths Failure to Follow Could Cause Property Mir offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. is Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. C1-2 Q-/�6 cz-s 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves liall,l _ may require bracing,or alternative Tor I O p bracing should be considered. _111MAlor PI U For 4 x 2 orientation, locate � 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 plates 0-1/12' from outside BOTTOM CHORDS designer,erection supervisor,property owner and other 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 locationoint ds are bregulaed l ed by ANSI/TPI wane Knots and at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT *Plate location details available in MTek 20/20 the environment in accord with ANSI/TPI 1. 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 ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 10.Camber is a non-structuraluabrictr,considerationenrand is to slots.Second dimension is camber responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Trusses are designedplanein all respects,equal to or better than that 1,* �j Indicated by symbol shown and/or for wind loads in the 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. Lumber design values are in accordance with ANSI/TPI 1 spacing indicated on design. 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING established by others. or less,if no ceiling is installed,unless otherwise noted. I 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved 16 Do not approval uof an t or alenrgineemember. or plate without prior *MEMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MINI Eli 1,„„.1'-"Z: 40 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words ate Connected Wood Truss Construction. is not sufficient. and pictures)before use.Reviewing _ DSB-89: Design Standard for Bracing. pictures alone Pl BCSI: Building Component Safety Information, '� � Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with e Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015