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Plans (108) Job Truss Truss Type Qty Ply POLYGON R50657305 PL17-177_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:21:59 2017 Page 1 ID:5eV?tdjYitz0X2xysiFDVpzsm UO-stTKkLiRZLV9Z8mOgQIHD391GgCy_989scIX7dzDFIM I 1-9-12 I 2-6-0 Scale=1:17.7 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 e 8 7 t)( 3x5= 3x4= 3x4= 011439-8-4 I 0.1-89-6-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Inc: YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:47 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=420/0-4-0,8=420/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=688/0,34=688/0 BOT CHORD 7-8=0/430,6-7=0/536 WEBS 4-6=626/0,2-7=0/300,2-8=-557/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c��NG vo �FFssi 87022PE f" yN tN Iv �'oJ OREGON rr� <O 'YO AMBER 1\ \O ps A H�� P EXPIRES:06/30/2017 May 24,2017 I _ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10103/2015 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 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 ANSUIPII Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 1Hei09 Citrus ghts CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657306 PL17-177_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:00 2017 Page 1 I D:5eV?tdjYi Iz0X2xys i F D V pzsm U O-K40 iyhj 3 Ked0 B I KaE 7p W m H i V N 4 Wcj YZI4G25f3z D F I L 1 0-9-4 1 2-6-0 I Scale=1:23.4 1.5x3 II 4x8 = 1.5x3 II 3x4= 1.5x3 II 3x5 = 1.5x3 I I 1 2 3 4 5 6 7 1 .400000000000000000000„ ,44144040410044144440044440, — i e ' _ e � a e 11 10 9 8r 4x4 = 4x8= 3x8= 3x5= 0-1118 13-9-4 I 0-1-8 13-7-12 Plate Offsets(X,Y)— t11:Edae,0-1-81 ' LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:67 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=600/0-1-8,11=600/Mechanical FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1028/0,3-4=-1028/0,45=1282/0,5-6=1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=-973/0,6-9=0/523,410=349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 06, 87022PE r cv ,‘, > y �'oj, OREG N 2� kr �C AMBER -\\ �O On A. He k EXPIRES:06/30/2017 May 24,2017 e it o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 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,notIll- 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 ANSIRPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available torn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657307 PL17-177_UPPER F03 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:00 2017 Page 1 I D:SeV?tdjYilzOX2xysiFD V pzsm UO-K40iyhj3KedOBIKaE7p Wm H iVJ4 W1jZS 14G25f3zDFIL 2-1-4 I 2-6-0 I Scale=1:25.6 1.5x3 II 4x6 = 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 ilce�. Ll . 44414111.444444444444414".... 0 ,7 L d w1 1�� a 10 9 817 3x5 = 4x8= 3x8 = 3x5 = 011.18 15-1-4 I 0-1-8 14-11-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=659/0-1-8,11=659/0-1-12 FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1418/0,3-4=-1418/0,4-5=-1476/0,5-6=1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=1086/0,6-9=0/636,2-10=0/709,2-11=995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. r\4.Q'ED P R OFFS �,., ��Gt NEF9 `Si�2p 87022P, • ,4 �- y �Aj, OREGON ti�OIL 'Ac' AMBER \1 OS A. HSCk EXPIRES:06/30/2017 May 24,2017 4 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. —r Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notlal 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 ANSIRPN Quality Criteria,DSBd9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657308 PL17-177_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:01 2017 Page 1 ID:SeV?tdjYilz0XarysiFDVpzsmUO-pGa591 kh5yltoSvnnrKllUEg9Ut1 S?YSJwneC WzDFIK ?-4-9 2-6-0 I Scale=1:22.6 5x8= 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 y _ 0 r. 0 0 11 10 a 9 8k 5x5= 4x8= 3x6 = 3x4 = 0118 13-4-0 I 0-1-8 13-2-8 Plate Offsets(X,Y)— 111:Edoe.0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:65 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=581/0-1-8,11=581/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=899/0,3-4=899/0,4-5=1219/0,5-6=1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=-936/0,6-9=0/486,4-10=387/0,2-10=0/855,2-11=-670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� ED PR°FFs 743IN4\ 4f 87022P7 ! ,• cv y SAT OREGON ti� �O 'Pon EMBER 1,\ . `I A. H ERCP EXPIRES:06/30/2017 May 24,2017 t m milimem ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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 BT ■ ek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek' A�. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657309 PL17-177_UPPER F05 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:01 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-pGa591 kh5yltoSvnnrKllUEbaUgOSzBSJwneC WzDFIK 1-10-4 I 2-6-0 Scale=1:25.1 3x4 II 4x10 = 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 • a o s 0 e e a e 10 9 e 4x8 = 4x10= 4x8= 4x8 = I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— [1:Edge,0-1-8].[8:Edae,0-1-81,[11:Edoe,0-1-81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (hoc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.15 9-10 >999 360 BCLL 0.0 Rep Stress Inez NO WB 0.52 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1049/0-5-8,8=1092/0-5-8 FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-0=2144/0,3-4=2144/0,45=2274/0,5-6=-2274/0 BOT CHORD 10-11=0/1265,9-10=0/2471,8-9=0/1569 WEBS 6-8=1819/0,6-9=0/823,5-9=-278/0,4-10=382/0,3-10=307/0,2-10=0/1027,2-11=1603/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)152 lb down at 13-2-8,152 lb down at 2-3-0,117 lb down at 1-5-7,112 lb down at 3-0-10,112 lb down at 4-7-13,112 lb down at 6-3-0,112 lb down at 7-10-3, 112 lb down at 9-5-6,112 lb down at 11-0-9,and 112 lb down at 12-7-12,and 118 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �Ed P R OFF Uniform Loads(plf) -S C. • rs(9 Vert:8-11=-5,1-7=50 �Co �NGINEd /p Concentrated Loads(Ib) ?/ Vert:6=112(F)3=112(F)2=152(F)12=117(F)13=112(F)14=112(F)15=-112(F)16=-112(F)17=-112(F)18=152(F) �� 87022 P E 9f 19=118(F) ? � N Aj, OREGON tis4/1 ' ClAcc IBER \\ \0 OS A. HER�P EXPIRES: 06/30/2017 May 24,2017 I I ®WARNING..Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/032015 BEFORE USE. I' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSPTPN Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657310 PL17-177_UPPER F06 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:02 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-HS8TNNkKsGtkQcUzLYr rinrduCzBUZbYaXBkyzDFIJ 1-10-4 I 2-6-0 Scale=1:25.1 3x4 I I 3x5 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 1 2 3 4 5 6 7 s a zoir -1114444.414404141ssior 411144400440014114104414104. 100000000000•00000000 411illissisossop., a e 10 9 3x6 = 3x6 = 3x6= 3x6 = 15-1.4 15-1-4 Plate Offsets(X,Y)— [1:Edge,0-1-8) LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=408/0-5-8,8=408/0-5-8 Max Uplift 11=-122(LC 6),8=-122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-262/262,2-3=-957/163,3-4=-957/164,4-5=-1006/150,5-6=1006/150, 6-7=348/348 BOT CHORD 10-11=-251/634,9-10=-144/1068,8-9=-229/734 WEBS 6-8=-858/275,6-9=-304/615,4-9=-011/388,4-10=-432/373,2-10=293/674, 2-11=-730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 11=122,8=122. 3)This truss has been designed for a total drag load of 2000 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 plf. P R�-1 r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. �[} V Strongbacks to be attached to walls at their outer ends or restrained by other means. ��C. NCj)NE��spa 444 87022PE 9<' SAT GREG N tis ZU(1t '¢O ZclBER �4 Off, A, H - EXPIRES:06/30/2017 May 24,2017 ®WARN/NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.70Po3R015 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 iY1 It 'T is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the A fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,LSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657311 PL17-177_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:02 2017 Page 1 ID:5eV?tdjYitzOX2xysiFDVpzsmUO-HS8TNNkKsGtkQcUzLYrrinr uE2BYwbYaXBkyzDFIJ 0-11-4I 2-6-0 I 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:11.1 II III li FAN ll NVA MMI MEI ►A 5 .1 3x4= 3x4 = T¢¢1 3-8-4 I 1 3-6-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in floc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-P Weight:20 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=157/0-4-0,5=157/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �S"\ccNG N F9 6> Q``4 2v 87022PE s' N -- �'�j, OREG N ( > 4./N 'A �,I ERS' �O On 13 HE- EXPIRES: 06/30/2017 May 24,2017 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.1010312015 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 MI . 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' iT ' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the R R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657312 PL17-177_UPPER F08 Floor 14 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:03 2017 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsm UO-IeirajlydZ?b2m39vFM D NvK?C HbSw?1 Im EGIGOzD FI I 2-6-0 1 0-11-12 I I 0-6-12 4x41= 1 1.5x3 I I 2 3x4= 3 3x4 11 4 Scale=1:11.1 _ o 7 7 51.5x3 II 354 = 3-10-4 3-7-4 3r8-lg 1 4-6-8 I 3-7-4 d-1- 0-8-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8.Edgel LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Inc- NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012TP12007 Matrix-P Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) ��D P R OFFtS' Vert:5-7=-8,1-4=-80 CC. Concentrated Loads(Ib) \Co NGINE,9 Vert:4=125(F) 87022P r • yp<ckOREGON cp C� MBER `S A. H -t ' EXPIRES:06/30/2017 May 24,2017 i r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 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 properly incorporate this design into the overall r building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MbTek- 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 ANSIITPH Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657313 PL17-177_UPPER F09 Floor 15 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 132017 MiTek Industries,Inc. Wed May 24 15:22:04 2017 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-DrGDo2maOt7SfveLTzuSw7sA1 hxyfSCu?uOlogzDFIH I 2-6-0 I 0-5-12 I I 0-6-12 4.41= 1 1.5x3 II 2 4x4 = 3 3x4 Il q Scale=1:11.1 J 14 \ 1.5x3 II 7 6 5 3x4= 4 I 37-4 3r2-1p I 4-0-8 I 3-1-4 d-1- 0-8-4 0-1-8 Plate Offsets(X,V)— 14:0-1-8,Edgel LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-P Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=102/Mechanical,6=368/0-6-0 Max Gray 7=129(LC 3),6=368(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) no PR Orr. Vert 5-7=-8, 80 GINE 6/ Concentrated Loadss(Ib)b) F,9 02-Y Vert:4=125(F) 4rt' 87022PE <" g. N t. N —�Aj, OREGON tis <v rP AMBERS\ �O �S A, HE��P EXPIRES:06/30/2017 May 24,2017 I r ®WARN/NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO.7477 rev.10103/2015 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 hilt 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 lYPTek' 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 ANSIJTPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply I POLYGON PL17-177_UPPER F10 Floor 6 1 I 850657314 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:04 2017 Page 1 I D:5eV?tdjYilz0X2xysiFD Vpzsm UO-DrG Do2maOt7SfveLTzuSw7sBShxgfS lu?uOlogzD FI H I 0-5-4 I 2-6-0 I 1 1.5x3 II 2 4x4 = 3 1.5x3 II Seale=1:11.2 ab -; / 5 4x4 = 3x4 = q-11 3-2-4 I 1 3-0-12 Plate Offsets(X,Y)— j5:Edge,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 *"-** 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-P Weight:18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=135/0-4-0,5=135/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •<<-\1/4 c� - P R pFFss ,_5 NGLNE�R /0 2 �� 87022PE �f N - �Aj, OREGON ti? kN �O AMBER 1� �O OSA H��P EXPIRES:06/30/2017 May 24,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/032015 BEFORE USE. . Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/11.11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657315 PL17-177_UPPER Ell Floor 33 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:05 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-h 1 qb?OnC9BFJH3DY0gPhTKPM25DHOpZ1 EYIrLHzDFIG 1-11-4 I 2-6-0 I Scale=1:25.4 1.5x3 II 4x6= 1.5x3 I I 3x4 = 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 e - ''I ,: VAie...losiiiii - - - 0 • e 1'i 10 9 8L^(�j� 3x5 = 4x8= 3x8= 3x5 = 14-11.4 I 00-1-1--88 14-9-12 LOADING (pat) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1369/0,3-4=1369/0,4-5=-1452/0,5-6=1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=1072/0,6-9=0/622,2-10=0/725,2-11=945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <0\1/4 oPRQ1, tc`o 'NGtNEE9 X02 `C" 870 2PE Y1_ -/v"> OREGON r7, C<u^' 'AO AMBER '\' OSA heck EXPIRES:06/30/2017 May 24,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. a Design valid for use only with MiTek18 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/TP11 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657316 PL17-177_UPPER F12 Floor 24 1 IJob Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:05 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmU0fi1 qb?OnC9BFJH3DY0gPhTKPMB5FxOgh1 EYIrLHzDFIG 1 0-10-0 1 I 2-6-0 I Scale=1:19.2 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 4x4= 2 3 4 5 6 0 ''''' '''''''''''''''..-:-.3- 0 -el X ee 103 9 8 7 4x5= 3x5 = 1.5x3 II 3x4 = I 11-4-0 1 11-4-0 Plate Offsets(X,Y)- [1:Edoe.0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:56 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=493/0-4-0,7=493/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-501/0,1-2=-009/0,2-3=-309/0,3-4=-927/0,4-5=-927/0 BOT CHORD 8-9=0/795,7-8=0/656 WEBS 5-7=766/0,5-8=0/315,3-9=-567/0,1-9=0/584 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. eco� ,\G PN-gs`r/ 87022PE t" ,"/„(41......„.......5 - �Aj, OREGON ei:' ke '51O FI1 BER \ 0 USA. H, - ' EXPIRES: 06/30/2017 May 24,2017 a 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek19 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 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' AiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTPN Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657317 PL17-177_UPPER F13 FLOOR GIRDER 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:06 2017 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-9DO_CkngwUOAvDokaOww?YyX8V Wy76jBTCVPtjzDFIF I 1-2-12 1-10-0 1-8-8 Scale=1:24.8 3x4 II 6x12 = 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 2 3 4 5 6 7 8 9 aJ ///iN • No 71. Nzzzlz }`e 13 e 12 11 /f6�J� 5x8 = 6x16= 3x5 = 4x10 = 4x6= I 1411-4 I 14-11-4 Plate Offsets(X,Y)— [1:Edae9-1-81,110:Edve,0-1-81.114:Edae,0-1-8) 1 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Inc: NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:80 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=1285/0.5-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2457/0,3-4=2458/0,4-5=-2473/0,5-6=2473/0,6-7=1673/0,7-8=1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=-1222/0,8-11=0/920,6-11=638/0,6-12=0/393,3-13=-967/0,2-13=0/1745,2-14=1646/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Concentrated Loads b)'1-9=-80 .c'E. PN 0�S,s Vert:3=-825(F) �,\� NG �F " 870 2PE I" yv) ,'' „vti x'02, OREGON 3 ,14/ �0 FMBER 1,� 0`S A. HERP EXPIRES:06/30/2017 May 24,2017 e t ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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 1111 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 ANSIITPII Quality Criteria,05049 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657318 PL17-177_UPPER F14 FLOOR GIRDER 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:07 2017 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-dQyMQ4oShoW1 WNNw85R9YIUfivuZsh3KhsEyP9zDFIE I 1-8-4 I 2-6-0 Scale=1:24.8 3x4 II 4x8= 1.5x3 II 3x4 = 1.5x3 II 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 e a a :_/ 0 o .. ' 10 e 9 e 4x8 = 4x10= 4x8= 4x6= I 14-11-4 14-11-4 Plate Offsets(X,Y)— 11:Edge.0-1-81.18:Edue.0-1-8] LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress tncr NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=873/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1758/0,3-4=1758/0,4-5=-1867/0,5-6=-1867/0 BOT CHORD 10-11=0/921,9-10=0/2041,8-9=0/1245 WEBS 6-8=1444/0,6-9=0/726,4-10=-331/0,3-10=-308/0,2-10=0/977,2-11=1209/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,100 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,89 lb down at 8-8-8,and 89 lb down at 10-3-11,and 89 lb down at 11-10-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 _coP R OFe Uniform Loads(plf) ..\<<•'\ k-- SO Vert:8-11=5,1-7=-50 SCO tiNGINEL.. /0 Concentrated Loads(Ib) C S ?j Vert:6=-89(F)4=89(F)12=-100(F)13=-95(F)14=-129(F)15=89(F)16=-89(F)17=-89(F)18=-129(F) Q' 87022PE �r ./1/1144"..5l -N tN �^oj, OREGON rj� <uu �O BER \\ O On A. HEti', ,s.4P EXPIRES:06/30/2017 May 24,2017 e _ r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1MR 114 Tek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPIl Quality Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Freights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657319 PL17-177_UPPER F15 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:07 2017 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-dQyMQ4oShoW1 WNNw85R9YIUiivxusmCKhsEyP9zDFIE 1-5-12 2-6-0 Scale=1:17.1 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 /- ""liIllIlliIllIlliIllpppppppPPr' -... A A- 80./ 7 3x5= 3x4= 3x4 = Ott 9— I 0.1 9-2-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 Matrix-R Weight:46 lb FT=0%F,50%uE LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 OF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-639/0,3-4=-639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=-597/0,2-7=0/330,2-8=-504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 87022PE t y(P 'nt N �Aj, OREG N r1� <v ''P ii,/AMBER \\ �� Ola & H - EXPIRES:06/30/2017 May 24,2017 I a ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 81/1-7473 rev.10/032015 BEFORE USE. i. 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 k 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 ANSInP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Min Dimensions are in ft-in-sixteenths. �� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or X-bracin diagonal TOP CHORDS 9 g,is always required. See BCSI. „ 2. Truss bracing must be designed by an engineer.For 0'ti16 4 wide truss spacing,individual lateral braces themselves O ®� p may require bracing,or altemative Tor I ., p bracing should be considered. 1.11111141p O 4.3. erstack vide exceed the inadequatelytruss esign loading designhown and nbuildingreved O trusses. ProNevmaterials copiesceeonthisdtobracedsthe For 4 x 2 orientation,locate C7-8 c6-7 C5-6t— designer,erection supervisor,property owner and plates 0 'hd'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. 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. 4 The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 xwidth 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 4400 �! 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 II 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, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 18.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. kM 441, reaction section indicates joint 17.Install and load vertical) unless indicated otherwise. number where bearings occur. �— y Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable ►= environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI ANSI/TPI I: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction.9 and pictures)before use.Reviewing pictures alone DSB-89: Desi n Standard for Bracin is not sufficient. 9• Mlie BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with P s Guide to Good Practice for Handling, ANSITrPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: ERT AREA 3 LOTS 34-38 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K3226848 thru K3226895 My license renewal date for the state of Oregon is December 31,2017. ��REp P R pF,`S \AGINE&„ /d 44> 89200PE moi' 41 OREGON a �g /0 114.`l0\v.4 41E- . BRILL 411111P - May 23,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF b15BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF t1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01,( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-00 5-00 T T '1 12 12 IIM-4x9 12.00 7 3 N12.00 Ak ro o o o 0 ,4IlIl1i -3x9 M-3x4 PR y 1-00 y 10-00 y 1-00 y �� NG N Ek. — 4 •92 .2000P r JOB NAME : ENGLISH REVIVAL ERT 5 PLEX — Al , " Scale: 0.4312 ® WARNINGS: GENERAL NOTES, unless otherwise noted OREGON (1i�'' 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is Mr an individual ja OREGON 4.7 W J V ty _'(+/ Truss: Al and Wambps before construction commences. building component.Applicability of design parameters and proper ` 4 yy N 2.9M compression web bracing must be installed where shown a, Incorporation al component la the responsibAty of the building designer. 7 .144'. / i 4 2-°\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to he laterelty braced at 1 �+. Is the responsibility of the erector.Addtilonst permanent bracing of T o c andat 17 o.a reapedNaly unless braced throughout length by i s��:. t= Perrr�ens continuous sheathing such as plywood sheathing(TC)andlar dtywal(BC). C." 4... DATE: 5/22/2017 the overeg structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bredng required where shown«« SEQ. : 1<3 2 2 6 8 4 8 4.No load should be applied to any component until after all bradng and 4.4.Desi Installation of truss iss the e r e o sibusyyd in athe nrespective e c ntraironrmenl, fasteners are complete and at no time should any roads greater then sed g<assumes m uses are use. TRANS ID: LINK design loads be applied to any component. 6.Design anumes full bearing at ala supports Mown.Shim or wedge if ��llO('') [[yy[[{{a 12/31/2017 5.CompuTrus has no control over end assumes no responsibility for the cenery. El�i—.�flLi7.. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May�9J'20�7 S.This design is furnished subject to the Ilmltetions set forth by B.Plates shall be located on both faces of truss,and placed eo their center I V I y TPSWTEA in BCSI,copies a/which wR be furnished upon request. lines coincide lath Joint center lines, 9.Digits indicate sire of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ES12-13tt,ESR-1998(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-1245) 1552 3- 9=( -414) 342 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1275) 628 7- 8-( 0) 0 8- 9=( 0) 65 WEBS: 2x4 KDDF STAND 3- 4=( -896) 349 8-10=( -7) 10 9- 4=( -226) 568 LOADING 4- 5=( -867) 297 10- 6=(-1028) 1392 9-10=(-1054) 1431 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF 5- 6=(-1332) 614 9- 5=( -627) 489 BC LATERAL SUPPORT <= 12"OC. UON. DL ON .BOTTOM CHORD = 10.0 PSF 10- 5=( -304) 371 TOTAL LOAD = 45.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -389/ 1109V -2000/ 2000H 5.50" 1.77 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -390/ 1107V -2000/ 2000H 5.50" 1.77 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-02 9-01-14 MAX LL DEFL = -0.020" @ 7'- 11.1" Allowed = 0.808" f f T MAX BC PANEL TL DEFL = -0.068" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.024" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.030" @ 0'- 5.5" M-4x6 12.00 V a 12.00 4.0" ICOND. 3: 2000.00 LBS SEISMIC LOAD. 1 4 M-3x5 '�M-3x5 Design conforms to main windforce-resisting iq system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, �f M-1.5x4 M-1.5X9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x5 Truss designed for wind loads M-15x3 M-3X5 in the plane of the truss only. M-3x4 Truss designed for 4x2 outlookers. 2x4 let-ins M-3x5 3 of the same size and grade as structural top lif\ All ,`r chord. Insure tight fit at each end of let-in. outlookers must be cut with care and are permissible at inlet board areas only. M-1.5x4QM-3x5 ,', rw 1 M-3x4 9�1� o LIMIMIIIIIIIMM= 1..,: _V, 7 8 10 **6 0 M-1.5x3 M-3x5 M-3x4 1 0 M-5x8 1 l l 7-11-02 4-03-09 4-10-05 J• y y l r 1-00 7-07 9-06 G0 PROF y 7-09-06 0-02-06 9-03-10 y �\�\� 0,IN .c., 6i, 17-01 `�-�.._. 89200PE -. to- JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - Bl , /! Scale: 0.2246 '111141 W+ ". - AlARNIN08: OENERALNOTES, uNessothe.Maenoted "5L OREGON �4 1.Builder and eredion contractor should be advlaed of aid General Notes I.This design Is based only upon the parameters shown and Is for an Individual (l GL7 L7 W V *_ Truss: 131 and warNnga before cemtmdion commences, building component.Applicability of design parameters and proper �} 1 2.2a4 compression web bracing must be inatalbd whet.shown e. incorporation of component is the responsibility of the bulking designer, f,J"t " �' {q nQ ^'�'" 3.Additional temporary bracing to Inane stability during construction 2.Design assumes the top and bottom chords la be letenity braced al S.f 1 W v �A is the respensibilly of the erector.Additional permanent bracing of continuous oand at 1 o c.c.respeaivpl unless braced(TC)an m Ihek ianglh by j<+., �: �� C_ DATE: 5/2 2/2 017 the overall anisate Is the re sibW f the buildin deal ner, Impactsheathing inoeach i b ohrg requirede ia Mere s Own 5 dryweA(BC). a y responsibility o e a a,za Impact bridging or lateral bradng where shown+. SEQ.: K3 2 2 6 8 4 9 4.No load should be applied to any component until after all bradng and 4.Installation of truce Ia the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-aorroave environment, TRANS IDs LINK design loads be applied to any component. and are for dition"ofuse. 5.Campinas has no control over and assumes no responsibility for the 8.Design assumes InNA bearing at a4 supports own.Shim or wedge if EXPIRES: . 12/31/2017 febda.tion,handling,shipment and Instalationofcomponents. 7.Design assumes adequate drainage isprovided. May 23,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be busted on both faces of truss,and placed so their center TPINVICA in SCSI,copies of which will be furnished upon request. lines ooindde with joint ceder Ines. 9.Diana indicate sire plateInInches. MiTek USA InciCon uTrus Software 7.6.8(1L)-E 10 For bask connector plate design val uee see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 9=(-124) 593 3- 9=(-236) 225 BC: 2x4 KDDF 916BTR SPACED 24.0" O.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9-) 0) 65 WEBS: 2x4 KDDF STAND 3- 4=(-633) 240 8-10=( 0) 5 9- 4=(-226) 496 LOADING 4- 5=(-647) 255 10- 6=( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-B57) 179 9- 5=(-282) 207 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -40) 130 TOTAL LOAD = 95.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** Fox hanger specs. - See approved plans 0'- 0.0" -123/ 897V -223/ 236H 5.50" 1.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ ON 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-029-01-14 MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed - 0.808" / T i f MAX BC PANEL TL.DEFL = -0.068" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 9-03-09 9-10-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 12 12 MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" M-4x6 12.00 7 N 12.00 4,0" Design conforms to main indforce-resisting w7(4 ,y system and components and cladding criteria. II1111111111111 Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 M-3x9 M O r. Io M-3x4 0 9J�- o ,-1 7 8 10 **6 Co M-1.5x3 M-3x4 M-3x4 1 M-5x8 l y l l 7-11-02 4-03-09 4-10-05 1-00 7-07 yy 9-06 _-----y ,,.0) PROF l 7-09-06 0-02-06 9-03-10 y `C,� ...vol N �• s/ r. 17-01 '' 8t.`9200 E .fit'+ JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - B2 / r : Scale: 0.2246 �/� WARNINGS: GENERAL NOTES, uNess otherwise noted' 7 OREGON w // 1.Builder and erection contractor should be advised of aN General Notes 1.This design b based ash upon the parameters shown and la for an individual VVV OREGON may! Truss: B2 and Waring.before construction commences. building component.Applicability of design parameters and proper '4'.. ��N ` z.?rt4 compression web bradng must be Metalled where shown t. incorporation of component is the responsibility elite building designer. !�/"4 / 1 4 '-�+• 3.Additional temporary bracing a inure stability during consirudion 2.Design assumes the top and bottom chorus to M laterally braced at Sl 1 Is the respomlbl8y of the erector.Additional permanent bracing of T o c and et 1 a 0 n rsuch as unless braced throughout rheic length by ' P1 1-l'1.. . continuous to rhgl a,such tee acing re uired sheathing(TC)and/or drywaA(BC). DATE: 5/22/2017 the overall structure h the reepansiblAy of the building designer. 3.2x impact bridging or lateral bracing required where Mown.. SEQ.: K3 2 2 6 8 5 0 4.No road ahold be applied to any component until after all bradr g and 4.Installation of truss I.the responsibility et the respective centredo, fasteners are complete and at no time should any loads greater than 5.Design assume.trusees are to be used Ina non-corrosne environment, design loads he applied to any component. and aro ler^dry condition-of use. TRANS ID: LINK �.n6.Design seumeafulbearngatansuppnnsshown.Shim orwedge if EXPIRES: 12/31/2017 5.cam Trus has no control over and assumes no responsibility for the fabrication,hendlhp,shipment and insteflaten of components. 7.Design assumes adequate drainage la provided. May 23,2017 6.The design is wa elshed subject the limitations set north by S.Plates shall be Nested on both faces of truss, en ss,and placed their center TPW61CA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. Mick LISA,InciCom uTrus Software 7.6.8 1E E g.Diggs indicate elle of late designe Inches. vat P ( )• f.Far taint connecter pieta values see ESR-1311.ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 18-11-0B GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5370) 879 1- 8=(-590) 3514 8- 2=( -276) 1924 5-13=(-2104) 358 BC: 2x6 KDDF 81&BTR 2- 3=(-3858) 730 8-11=(-586) 3494 2-11=(-1248) 310 13- 6=( -708) 9920 WEBS: 2x9 KDDF STAND; LOADING 3- 4=(-3890) 739 9-10-) 0) 0 10-11=( -92) 634 19- 6=( -208) 1338 2x4 DF 2900F A; LL = 25 PSF Ground Snow (Pg) 9- 5=(-5306) 912 10-12=( -2) 29 11- 3=( -964) 5086 6-15=(-5576) 919 2x6 KDDF STAND B TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 18'- 11.5" V 5- 6=(-5768) 966 12-13=1-942) 6000 11- 9=(-1798) 422 15- 7=( -60) 22 BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 16'- 11.5" V 6- 7=( -99) 59 13-14=(-438) 2870 11-12=) -564) 3916 TC LATERAL SUPPORT <= 12"OC. UON. 19-15=1-438) 2870 4-12=( -384) 2234 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 547.0 LBS @ 17'- 1.0" 12- 5=(-2934) 526 1,- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) XXnails ocstaggered; 0'- 0.0" -812/ 4978V -203/ 252H 5.50" 7.96 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 top chords, BOTTOM CHORD CHECKED FOR 10P SF LIVE LOAD. TOP 18'- 11.5" -673/ 5344V 0/ OH 5.50" 8.55 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" in 1 row(s) throughout 2x9 webs. IC OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-02 6-07 4-05-06 MAX LL DEFL = -0.072" @ 11'- 3.5" Allowed = 0.902" MAX TL DEFL = -0.135" @ 11'- 3.5" Allowed = 1.203" 1' 1 / SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-03-01 3-08-01 3-02-10 3-04-06 2-06-14 1-10-08 T 1' I 1' 1' 1 f MAX HORIZ. LL DEFL = 0.017" @ 18'- 8.0" 12 12 MAX HORIZ. TL DEFL = 0.031" @ 18'- 8.0" M-4x6 12.00 F7712.00 Design conforms to main windforce-resisting 3 4.0" system and components and cladding criteria. I Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. -3x5 M-3x5 x 4,r11111111111111111 AL' M-5x6 M-1.5x3 M-5x10 6 7 M-5x10 `D11 (77 o n 0 �'4-li1 ro 8 i 11 I\ o M-3x6 o �_. 00�r,... rn O 910 12 13 14 i 5 M-1.5x3 M-4x12 M-5x6 M-3x8 M-7x8 M-4x6 b 1 b , 1 '547# 1 4-01-05 3-09-13 3-04-06 3-06-02 2-03-06 11-10-08 l l y 1 7-07 11 11-04-08 b •. , �1y 7-09-06 0-02-06 11-02-02 Sl,) 1 18-11-08 y 89200P E ar JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - BGIRD jam/", Scale: 0.2184 i �fII as��'`� WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON r'�! I.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and le for an individual "Y}f OREGON V sSs 4(fn Truss: BGIRD and Warnings before construction commences building component.AppliceNlIty of deign parameters and proper V �� 2.2s4 comgecNon web bracing must be installed where mown+ incorporation of component is the responalbWHy of the building designer. /.0 A/"*. "" 1 A 2Q��4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al V °i' L N the responslbllh of the erector.Additional permanent bracing of T o c.and et t g o c.ropeasetyunless breed throughoutthele length by &*F4 11 t O.' DATE: 5/22/2017 the overall structure Is the responsibility of the buildingde 2xImpasshging or lateralbracing as acing requirede where sew,,n dryeen(BC). ""`��/ signer. 3.2simpact of or lateral bracingreaps shown SEQ. : K3 2 2 6 8 51 4.No road should be applied to any component until after all bracing and 4.Installation of truss lathe responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design roads be applied to any samponent end are for"dry eeedeen of use, 5.CompuTrus has no control over and.seines no responsilldy for the 6.Design assume full bearing at all supports shown.Shim or sedge If EXPIRES:' 12/31/2017 febri aten,handling,shipment and installation or components. 7.Design ssumes adequate drainage Is provided. May 23,2017 8.This design is furnished sullied to the Iimhatlone et forth by 8.Plates shall be located on both faces of truss,and placed an their center TPIMTCA in SCSI,copes of which will be furnished upon request. linea coincide vAth joint center lists. MITek USA,Ino./CornpuTrus Software 7.6.841Lj-E 70.Digits tor basic conectorpltedesign values sea ESR-1311,ESR-1 Baa(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-126) 112 1-4=(-93) 48 2-9=(-199) 145 BC: 2x8 KDDF #100TR SPACED 29.0" O.C. 2-3=( -16) 8 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -57/ 975V -95/ 87H 5.50" 0.76 KDDF ( 625) "" For hanger specs. - See approved plans 3'- 6.0" -109/ 557V 0/ OH 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ADDL: BC CONC LL+DL= 717.0 LBS @ 2'- 0.0" `COND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.3" Allowed = 0.186" MAX BC PANEL TL DEFL = -0.012" @ 1'- 11.2" Allowed = 0.149" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" 3-02-09 0-03-12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" T 1 f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 7 Wind: 140 72:210::::::::::::::: ASCE 7-10, (Alls) , MWFRS(Dir), loado M-1.5x3 3 End Truss designed for wind loads 2 in the plane of the truss only. All N 0 I 0 0 o � m J o I 11• 9 0 M-3x9 M-3x8 y +x717# ,, ,, 3-02-04 0-03-12 l 1 3-06 8920OPE. c' JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - CGIRD • Scale: 0.5499 40,,/�,.' _f� WARNINGS: GENERAL NOTES, unless otherwise noted. 7 • 0-the4. 1 V Truss: CGIRD and Warnings before conslrudion commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing mud be installed where shown+. Incorporation of component Is the responsibility of the building designer. �14 "7 ,y a ti,l� "'�" 3.Additional temporary bracing to Insure ebbilfly during construction 2.Design assumes the tap and bottom chords to be laterally braced et 'fir( `Y Is IM rospansibWty of the erector.Additional permanent bracing G 7 e.c.and at i a hin reuch as plyoodunless braced throughout Mk length). SFR R 1�+ conmpacts sheathing such as plywood aired sheathing(TC)s ownersitor•dryweI(BC). ,(.` \r DATE: 5/22/2017 the overall structure Is Me responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ. : 1<3 2 2 6 8 5 2 4.Ne load mould be applied to any component until alter all bradng and 4.Instapetion of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina nunacrroste environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of ase. 5.CompuTrus has no control over and assumes no reepondblidy for the fi.Design sun, sip bearing at all supports shown.Shim or wedge H q EXPIRES: V I']I R C •.. n/r] Jh O!7 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage h provided. May 23,2017 RL GlU F( 1 6.This design is furnished eub)ed to the limitation eel font by 8.Plates shag be located on bob faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be famished upon request. lines coincide with Iobl center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc.iCOrnpuTrus Software 7.6,8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 21'— 2.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. ) TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF R1&RTR SPACED 24.0" O,C. Design conforms to main windforce—resisting system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4-DU10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=29.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp,B, MWERS(Dir), Unbalanced live loads have been TOTAL LOAD = 45.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail fox BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. NOTE:DESIGN ASSUMES SHEATHING 11-07-11 9-06-05 TO ONE FACE. 4 T 4 21-02 1 T 9.00 12 12 IIM-4x4 2 Q 9,00 Nle 11111111111111111 o 0 0 9 6 ti yy y LPnOPc 1-00 6-11-08 14-02-08 CN6's y y . E�� /O. '„S, �1-00 21-02 -0....., 1-00 JOB NAME : ENGLISH REVIVAL ERT 5 PLEX — Dl / ^-40. <.. i • A� , Scale: 0.2589 WARNINGS: GENERAL NOTES, unless othsrwtee noted OREGON { 1.Builder and erection contractor should be advaed of el General Notes 1.This design is based onry upon the parameters shown and is bran individual Pj �+ !l L7tJ1 V _ "r(f Truss: D1 and Warnings before construdiun commences. building component.Applicability of design parameters and proper L' -a,�y A 2.254 compression web bracing must be Installed where shown+, incorporation of component Is the reeponsibllfty of me building designer. //t 7 Y' {4 O` `�'^ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap end bottom chards to be'Morally braced at �./ 1 Is the responsibility of the erector.Addtibnal permanent bracing of Dec.. dna St I O e.c respectivelyunless braced throughout length by e`�. �� continuous sheathing such as plywood sheathing(TC)and/or drywati(BC), • eJJi DATE: 5/22/2017 the overall structure lame responsibility of the building designer. 3,25 Impact bridging or lateral bracing required where shown++ SEQ.: K3226853 4.Ne load should be applied to any component until after all bracing and 4.Installation of truss a the responsibility of the respective contractor. fasteners era complete and at no dee should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied to any component. end are for"dry condition”of use. TRANS I D: LINK 6.Design assumes full bearing at all support.shown.Shim or wedge if 5.CompuTrvahasnocontroloveraMessumesnoresponsibilityforthe n..—, EXPIRES: 12/31/2017 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. May 23,2017 5.This design is furnished mulled to the limitations set forth by S.Plates shall be located on both faces of truss.end placed so Ihelr center TPIM/ICA In BC51,coples of which will be furnished upon request. lines coincide with faint center lines. MiTek USA,Inc./Com UTrus Software 7.6.8(1L)-E 95 Digtl.lndlcele size of pate In Inchel. P 10.For beak connector pale design valued see ESR-1717.ESR-1888(Weir) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 204 ROOF ({14BTR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=(-234) 291 8- 2=(-1081) 291 4-12=(-465) 219 BC: 2x4 KDDF 814BTR SPACED 29.0" O.C. 2- 3-) -928) 191 9-11=( -2) 10 2- 9=( -106) 715 12- 5=(-212) 581 WEBS: 2x4 KDDF STAND 3- 9=(-1113) 261 10-12=(-178) 878 9- 3-) -963) 169 12- 6=(-253) 166 LOADING 4- 5=( -813) 270 12-13=(-123) 687 9-10=) -185) 789 6-13=(-152) 191 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=) -814) 299 13-14-) -26) 95 3-10=( -93) 212 13- 7=(-107) 699 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -931) 207 11-10=( 0) 51 7-14=(-910) 223 TOTAL LOAD = 95.0 PSF 10- 9=) -26) 232 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x9 where shown; Jts:2-4,6-7,13 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 1111V -293/ 256H 5.50" 1.78 KDDF ( 625) an For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 2.0" -198/ 952V 0/ OH 5.50" 1.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 11-07-11 9-06-05 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" f -.._ -_ - -. ,r - -- 1. MAX LL DEFL = 0.025" @ 6'- 9.8" Allowed = 1.012" 3-08 3-03-08 4-08-03 4-04-09 5-01-12 MAX TL DEFL = -0.093" @ 6'- 9.8" Allowed = 1.350" ` SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL = -0.012" @ 21'- 0.2" IIM-4x4 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" 9.00 Q 9.00 S 4.0" Design conforms to main windforce-resisting # system and components and cladding criteria. NN Wind: 140 mph, h=29.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. B, 443 4.75 0111-N00.11111.11 titi * I+ rp o� 1 12 13 14 3x8 M-1.5x3 p. 0 . _ M-4x8 '-' M-1.5x3 M-3x8 M-1.5x3 l l l y l l 3-06-04 3-03-08 4-09-15 4-08-01 4-10-04 i-o y 6-11-08 l 14-oz-08 y ,eco GMNFs� E), t. 21-02 89200fr E r : JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - D2 Scale: 0.2255 .... • 90, /,,, WARNINGS: GENERAL NOTES, unless otherwise noted. 7 OREGON Je 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is bran Individual !l 1.�i.JA Y �, "s(/ Truss: D2 and Warnings before construction commences building component.ApplbabNlly of design parameters and proper 7 2.2s4 compression web bracing must be Inhaled where shown+. incorporation of component a the reaponstbAAy of the bulldog designer. <0 j• {4.. ��"'� 3.Additional temporary bracing to Insure stability during construction 2 Design aeeumsa the lop end bottom drords a be laterally braced al /)...,, I t r- Is the responsibility of the erector.Additional permanent bracing of 7con.c.end et ea o.c.respectively unless braced throughout their length by "4 R R I L`- DATE: 5/22/2017 the overall structure Is the responsibility of the building designer. continuous ridging or such b acwg re uired tters s ams a arywaN(BC).3.2a Imps:bridging or lateral bracing required of the where uta bo++ SEQ. : K 3 2 2 6 8 5 4 4.No load should be applied to any component until ager all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for ananlan'of use. s.Com Tnu has n control over and assumes no responsibility forma 6.De�guassumes full bearing at all supports shown.Shim or wedge H pu ry. �} EXPIRES: 12/3i/2b1? fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. May 23,2017 8.This design is furnished subject to the limitations set faith by 8.Mates shall be bated on both faces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Inas. 9. its f MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector cate size plae design vol Inc values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -859) 175 7- 8=(-221) 231 7- 1=(-913) 202 3-11=(-442) 213 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-1070) 260 8-10=( -2) 9 1- 8=(-105) 690 11- 9=(-211) 566 WEBS: 2x9 KDDE STAND 3- 9=( -796) 270 9-11=(-169) 898 8- 2=(-479) 164 11- 5=(-256) 166 LOADING 9- 5=( -799) 291 10-12=( 0) 0 8- 9=(-179) 795 5-13=(-148) 141 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=) -919) 204 11-13=(-121) 677 2- 9=( -45) 210 13- 6=(-105) 688 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 13-14=( -26) 45 10- 9=( 0) 53 6-14=(-B99) 221 TOTAL LOAD = 45.0 PSF 9- 3=( -18) 206 M-3x4 where shown; Jts:1-3,5-6,13 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 941V -239/ 241H 5.50" 1.51 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-04-11 9-06-05 MAX LL DEFL = 0.029" @ 6'- 7.8" Allowed = 1.000" f ,r MAX TL DEFL = -0.090" @ 6'- 7.8" Allowed = 1.333" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-05 3-04-08 4-07-03 4-04-09 5-01-12 1' 1' 1' ' ' '( MAX HORIZ. LL DEFL = -0.012" @ 20'- 9.2" 12 12 MAX HORIZ. TL DEFL = 0.020" @ 20'- 9.2" TIM-4x4 9.00 177 N9.00 Design conforms to main windforce-resisting 4.0 system and components and cladding criteria. 9 ,.,,y 1p Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. (2)M-1.5X3 OR EQUAL AT UPRIGHTS. 3 e,2 0 1 o� e�� `-- r I ti �` -_ �9 ' 11 cv 13 **14 O1 _7,4-I i. M-3x8 , M-1.5x3 0 /- 7 .. B M- x8 12 M-1.5x3 M-3x8 M-1.5x3 l l l l 1 . l 3-03-04 3-04-08 4-08-15 1-07-05 3-00-12 4-10-04 l y 1 y 6-09-08 y -01-08 l �� PPo'ess 13-00 6-02-08 7-11 l �\c� `' G,INE�q /p. Oji 20-11 ' 89200PE 'Sri JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - D3 :. Scale: 0.2124 /,',• WARNINGS: GENERAL NOTES, unless othervdse noted 7 OREGON W I.Builder and erection eontraeesr should be advised of al General Notes 1 This design Is based only upon the parameters shown and is for en individual • aa,,� Truss: D3 and Wamings before construction commences. building component.Applieabllity of design parameters and proper A T^ 2.2s4 compression web Miming must be installed where shown* Incorporation of component a the responsibility piths building designer. �i Y 2P'k '�+� 2.Design assumes the lop end bottom chorda to be laterally braced at Q 1`Y 3.Additional Temporary bracing to Insure stability during construction 2 o.c.and at 10 o.c respectively unless braced throughout their length byaa,,�� Ie the reeponsIbtay of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywap(BC). `a�`p,�A:'�� DATE: 5/22/2017 me overall structure Is me reaponsibpily or me building designer. 3.2n.Impact bridging or lateral bracing required where shown** a SEQ.: K3 2 2 6 8 5 5 4.No load should be applied to any component until after al bracing and 4.mstapellon of truss la the responsibility ether respective contractor. fasteners are complete and at no time should any loads greater than 5.Design saunas trusses are to be used in a non-oorroshe environment. TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.Isepu7me has no control over sod assumes no responsibility for me B.Design assumes full beadng at an supports shown.Shim or wedge If ,....y. EXPIRE12/31/2617 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate lprovided. May 23,2017 8.This design is lumlahed subject to the limitations set forth by 8.Plates shall be locatedd enon both of faces of hues,and placed so their center TP WOTCA In SCSI,copies of which wffl be furnished upon request. lines coincide with Joint center Tins. uTrus Software 7.6.8 1 L E 9.Digits Indicate dee of plate In Inches. MiTek USA,Inc./Com p ( )- 10.For basic connector plate design values see ESR-I3t f,ESR-1888(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1-970) 205 6- 7=(-255) 239 6- 1=(-895) 215 8- 4=(-203) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-743) 287 7- 8=1-186) 750 1- 7=1-106) 702 4- 9=(-253) 157 WEBS: 2x4 KDDF STAND 3- 4=1-718) 283 8- 9=(-125) 550 7- 2=1 -75) 159 9- 5=1-101) 633 LOADING 4- 5=(-753) 184 9-10=1 -41) 60 2- 8=(-371) 197 5-10=(-901) 221 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE 8- 3=)-207) 471 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x4 where shown; Jts:1-2,4-5,7,9 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -146/ 941V -248/ 275H 5.50" 1.51 KDDF ( 625) ** For hanger specs. - See approved plans 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.018" @ 11'- 4.7" Allowed = 1.000" MAX TL DEFL = -0.031" @ 11'- 4.7" Allowed = 1.333" 11-04-11 9-06-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-10-15 5-05-11 4-06-09 4-11-12 MAX HORIZ. LL DEFL = 0.006" @ 20'- 9.2" MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" f f f f f 12 12 Design conforms to main windforce-resisting IIM-4x4system and components and cladding criteria. 9.00 17 9.00 4.0" Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 42( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ti, load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 111111111111111111111 /,,/ 1 ri o rv1 0 6 ++ 7 8 9 10 M-1.5x3 0.25" M-1.5x3 M-5x8(5) y , y , y �( .a P R CJFF6Is y 5-07-07 5-09-03 4-10-01 4-08-04 y �.,•((5'`. VNGI N '�%9 / 20-11 " V89200 E JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - D4 Scale: 0.2523 .:L111 0 i .. e"' IP Cr WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1 I e. 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameter shown and is for en Individual ,�}}�� (0-11047 L.7 f V `�,/ Truss: D4 and Wamingsbefore constnntlencommences building component.Applicability of design paremetersand proper �/ -a%,�'I ��' �''' 2.254 compression Web bracing must be installed where shown* Mcorporation of component Is the responsibility of the bonding designer. 3 1 A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the hop and bottom chorda to be laterally braced at ‘117 .1:1 J{(fJ� 1"Y ,,,,,,A,,,+. ,,5 Is the responsibility of the erector.Additional permanent bracing of z tinuous s10' athingrsuch ee plywood unless stnithroughout (TC)e d/r ary Mi(C). -1`1 R10- DATE: 1Yl 5/22/2017 the overall structure la the reepanaothty of the building designer. 3 251mpact bridging or blend bracing required where shown** SEQ.: K3226856 4.No bad should be applied to any ooepsnent ontIl 011w all bracing and 4.ashllatlonoftrusisthe eer mnelbRlyyem.nem�cortoiveontect,. fasteners are complete end et no time should any loads greater than ve environment, and are assumes dry mess.of to be TRANS ID: LINK design loads be applied to any component. 6.Design assumes fug bearing at all supports shown Shim or wedge if �/ ryrycc{�+ 5.CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2017 fabriation,handling.shipment and installation of components. 7.Design assumes adequate drainage a provided. May 23,2017 6.This design is furnished subject to the limitations set forth by 5.Plates shall be Iodated on both faces of truss,and placed as their anter TPIiWICA In BEN,copies of which with be famished upon requestlines coincide with joint center lines. 9.Digits indicate size of piste in inches. MITek USA,Inc/CompuTrus Software 7.6.8(1L)-E 10.For basic connector piste design values see ESR-1311,ESR-1956(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" COND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 EDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=l5ft, TCDL=6.0,BC DL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 PSF load duration factor=1.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-03-12 0-03-12 f T T 12 4.00 " M-1.5x3 3 4 ilo I o ...,,a111111111 1111 ua , ti 0 1 to -��A M-3x4 M-1 5.5x36 J• .• y 1-00 3-07-08 cc'l 35 EaGlN 'R• /p •c 89200PE �� JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - El Scale: 0.6871 ,.« WARNINGS: GENERAL NOTES, unless otherwise noted: 1. p /'�('�(�� Truss: E 1 Builder and erection contractor Mould be advhed of all General Notes I This design Ia based only upon the parameters shown end la Cr en individual // A OREGON V �' and VVarninga before construction commences, building component.Applloablllty of design parameters end proper Y y,� 2.2s4 compression web bracing must be Installed where shown e, incorporation of component Is the responsibility of the building Wagner. f/� (')©� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterolty braced at 'CJ (+ is the rosponslbNly of the erector.Additional permanent bracing of T o c end at 70 0 G respectively unless braced throughout their length by //A RR L DATE: 5/22/2017 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheething(TC)andtor drywall(BC). R' e 3.2a Impact bridging or lateral bracing required where shown•4 SEQ. : K3 2 2 6 8 5 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss h the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than s.Design assumes trusses are to be used Ina non-onoelve environment, TRANS ID: LINK design loads be applied to any component, and are for"dry condition'of use. 5.Compuirue hes no control over and assumes no responsibility for the S.Design assumes full bearing at all supports Mown.Shim or wedge If EXPI RE-S: 12/31/2017 2/31/2017 hbricallon,handling.shipment and installation of components. 7.nexuats. 1 7 f1L 47 C J L. Plates assumes adequatesoboth la provided, May 23,2017 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both taxa of iroae,and placed so their caner TPVWTCA b SCSI,copies of which MI be furnished upon request. tines caindde with joint center Ines. MiTek US Inc./Com uTrus Software 7.6.8 1 L E B.Digits Indicate size of plate in inches. A P ( )- 10.For basic connector plate design values see ESR-7311,ESR-IONS(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-21) 29 3-5=(-117) 88 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-56) 39 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12"OC. TON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -49/ 334V -13/ 44H 5.50" 0.53 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.24 KDDF ( 625) 5° For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacinq. l REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" 3-03-12 0-03-12 MAX TC PANEL TL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.248" f ' 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 4.00 D' MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, 4 iI Truss designed for wind loads 3 in the plane of the truss only. LI r o1IIIII 1ald n I 2 f 5 O M-3x4 M-1,5x3 y b )' 3-03-12 0-03-12 l 1 1-00 3-07-08 /� �C�cO PR() e ' :9200PE r" JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - E2 ! Scale: 0.6499 /P WARNINGS: GENERAL NOTES, unless otherwise noted : OREGON 1i� I.Builder and erection centrador should be advised of all General Notes 1.This design is based ony upon the parameters shown end is ler an individual }_ "`�/ Truss: E2 and Warnings before construction commences. building component.Appikabiliy of design parameters end proper �s"f1!r 14 2�,\� 2.244 compression web bracing mast be Installed where shown". Imcorporanon m tomponem m me reapondbuly cense building designer. "4 7 3.Additional bracing w insure stability during construction 2.Design assumes me tap dna borsch awns to b.Istemy braces at Is the respondbluy of the erector.Additional permanent bracing of z o I dna et 10'o.chin reuch as pty unless heated(TC)and/or mew length). a,,, .j.10- Penna1e Z o.c and sheathing such as pywooe MeathwgQC),newt dyw.pgth b 4C/'^(R DATE: 5/22/2017 the overall structure la the responsibility of the building dedgner. 3.2x Impact bridging or lateral bredng required where shown++ SEQ.: K 3 2 2 6 8 5 8 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the respendbaly of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design ween be applied w any Component. end are for"dry condition"of us.. TRANS I D: LINK 5.compur us has no control ow.r.na.swm.e no responsibility for m. 6.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12131/2017 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Ia provided. May 23,2017 S.Tits design M furnished auged Is the limitations set forth by 8.Plates shall be coated on both faces of Inds,and placed so their center TP WvTCA Cr SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate We of plate in Indus. MITek USA,Inc./CompuTrus Software 7.6,8(1L)-E 10.For basic connector plate design values sea ESR-7311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 2.5" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 10.0) ON TOP CHORD = 35.0 PIF Wind; 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 45.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. NOTE:DESIGN ASSUMES SHEATHING 5-07-04 5-07-04 TO ONE FACE. 4 1' 4 12 12 9.0o IIM-4x4 7 2 N9.00 la PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, FLAT TTRE NOT TO BE INSTALLEDBOADJACENTOMCHORD TOGABLE SCISSORTRUSSES TRUSSES.A 1 11000<111111 I TI' im o 0 0 N N f 4 5 y 1-00 11-02-08 y 1-00 l ��E� PRQFF. 1961 Co vG1P4IF4 ,12, L'41 89200PE JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - Fl /f, "- Scale: 0.4381 !- WARNINGS: GENERAL NOTES, unless othervdee noted 7 �OREGOry `\��:, 1.Builder and erection contractor should be advised of all General Notes 1.This design h based onty upon the parameters shown and Is bran Individual 14.'-''�� fl 17V ,. Truss: FI and Waminga before construction commences. building component.Applicability of design parameters and proper 2 2x4 compression web bracing must be Installed where shown+ Incorporation of component Is the responsibility of the building designer. 'b � 1 A C10 �4 3.Atltlglonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at V r"I' b'" „w by Is the responsibility of the erector,Additional permanent bracing of T o continuous end et ta'hin Toch as ply unless braced(TO) d/r dryeir length). ,� 4 L��Yh' DATE: 5/2 2/2 017 the overall structure is the responsibility of the building de 28Impa sheathing etches plywood aired here s and/or drywall(BC). signer. 3.1K Impact bridging or lateral bracing required where Macon*+ SEQ. : K3 2 2 6 8 5 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than I.Design assumes busses are to be used Ina noncorrosive environment, TRANS ID• LINK design sad,be applied Is any component and are for'dry condition"of use. 6.Design assumes 5.CompuTrus has no control over and assumes no responsibility for the NN bearing at ail supports Mown.Shim or wedge H .eery. EXPIRE_ 12/3112017 fabrication,handling,shipment and inatallatlon of components. 7.Design assumes adequate drainage Istl. May 23,2017 5.This design Is furnished subject to Na limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPI/WOCA in SCSI.copies of which wN1 be furnished upon request. Anes coincide with joint center line. 9.Diggs Indicate Mae of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(WNW) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RIDE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7=(-210) 220 6-2=(-630) 172 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-600) 116 7-8=( -60) 83 2-7=( -40) 360 WEBS: 2x4 RODE STAND; 3-4=(-600) 133 7-3=( 0) 306 2x6 RODE #2 A LOADING 9-5=( -9) 109 7-9=( -40) 905 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=(-630) 228 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 POE Ground Snow (Pg) 0'- 0.0" -80/ 663V -184/ 184H 5.50" 0.45 KDDF (1485) 11'- 2.5" -80/ 663V 0/ OH 5.50" 0.45 KDDF (1485) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.015" @ 5'- 7.3" Allowed = 0.686" 5-07-04 5-07-04 MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed = 0.100" f f fMAX TL DEFL = -0.002" @ 12'- 2.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.062" @ 8'- 2.7" Allowed = 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 7 I I M-9x9 N9.00 MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.8" 3 4.0" MAX HORIZ. TL DEFL = 0.016" @ 10'- 11.8" GI Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 ,AAIIIIIIIIIIIIIIarghllihh M-3x4 z 7 f- �p M-5x8 W.,,' 1 c 0 0 1 1 O o 1 N N M-1.5x3 M-1.5x3 Q 6.00 6.00 12 12 1-00 5-07-04 5-07-04 1-00 5) P R O y 11-02-08 1 ��.\ G.GVNe `,�0 '" 89200PE JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - F2 �_. � Scale: 0.3631 WARNINGS: GENERAL NOTES, unless otherwteenoted. 7 OREGON ON 4. 1.Builder end erection contractor Ghoul be advised of al General Notes t.This design Is based only upon the parameters Moven end is for an individual �/. V!l C.V 1W I V t N Truss: F2 and Warninils before construction commencers building component.Applicability of design parameters and proper e f es} �0� r� 2.254 compression web bracing must be Installed where shovel«. Incorporation of component Is me reaponstbley of the building designer. �7 3.Additional temporary bracing to Insure stability during conalruclon 2.Design assumes the fop end bottom chortle to be laterally braced at ,py Is the responsibility of the.radar.Additional permanent bracing of 1. T o c and at 1V o.o.respect's/6N unless braced throughout their length by [tiii R 10- 1 i continuous sheathing such as plywood sheathing(TC)and/or dryWd(BC). .{y' DATE: 5/22/2017 the overall structure Is the responsibNly of the building designer, 3.2a impact badging or lateral bracing required where Moven«« SEQ. : K 3 2 2 6 8 6 0 4.No load should be applied to any component until after all braGng and 4.In,t Hellon of trus;Nash' a sibueeyof d In sena asp olive contractor.aironmenl, fasteners are complete and el no time should any loads greater men Design assumes are to design leads be applied b any component. and are for"dry condition"of use. TRANS ID: LINK s.compuTnehas noaomrolover and.awm..noresponeibly or the 6.Design.aumesSNbearing atall supporta Mown.Hidea,wedge If EXPIRES: 12/3112017 fabrication,handling.ehipmanl and installation of components. 7.Desisign assume adequate drainage is provided. May 23,20 1 7 8.This design A furnished milled to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPLWTCA In SCSI,copies of which will be furnished upon request. line coincide with joint center lines. 9.Digits Indicate aide of plate In Inches. MiTek USP,Inc./CompnTrus Software 7.6.8(114-E 1e.For baste connector plate design values see EBR-1311,ESR•10B8(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-601) 145 4-5=(-184) 191 9-1=(-468) 165 5-3=( -41) 393 BC; 2x4 KDDF ff1&BTR SPACED 24.0" O.C. 2-3=(-601) 165 5-6=) -57) 82 1-5=( -41) 362 3-6=(-968) 188 WEBS: 2x4 KDDF STAND; 5-2=( -3) 306 2x6 KDDF #2 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -76/ 506V -161/ 161H 5.50" 0.34 KDDF (1485) 11'- 2.5" -76/ 506V 0/ OH 5.50" 0.34 KDDF (1485) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.072" @ 8'- 2.7" Allowed = 0.396" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.594" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-07-04 5-07-04 MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.8" MAX HORIZ. TL DEFL = 0.016" @ 10'- 11.8" 12 12 Design conforms to main windforce-resisting 9.00 II M-9x9 ' 9 OD system and componentsand cladding criteria. 4.0" Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), �� load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 1 s � p M-5x8 Q� ->' 0 0 1 0 0 ti 1 N f di .4. -.N ** M-1.5x3 M-1.5x3 4 6.00 6.00 p 12 12 1 1 i 5-07-04 5-07-04 1 ( 4%.1.''� PRQFE 1S 11-02-08 mac:1\ 'q... "5'�" s/O,Tr cc 89200PE r JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - F3 _r,,,1/ Scale: 0.3700 . `I�' WARNINGS: GENERAL NOTES, unless otherwise noted. 40 OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shorn and is for an individual �j V lilt C1.7 LdI V y* Truss: F3 and Warnings before construction commences. building component.Applicabiltty of design parameters and proper �^ Ye 4,4 2.2a4 compression web bracing must be Metalled where shown+. Incorporation of component Is the responsibility of the building designer. <0 1)' {A 1J 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lap and bottom chords to be laterally braced at �./ 1`Y Is the responsibility of the erector.Additional permanent bracing of 2coc.c.and et ID o.c reepectNely unless braced throughout their length by /7// `s,,,R..t DATE: 5/22/2017 the overall structure Is me responsibility of the building designer. continuous&teething such as plywood Mesthing(TC)andlor hywall(BC). ("H 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: 013 2 2 6 8 61 4.No load should be applied to any component until alter an bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosle environment, design loads be applied to any component. and are for"dry condttion"of use. TRANS I D: LINK 6 Design satsuma full bearing at all supporta shown.Shim or wedge if 5.CompuTmshas nocontrol over and assumes noresponsibility for the EXPIRES. 1?/311?Q17 macessary. fabrication,handling.shipment and installation of components. T. es aumelo adequatebeth drainage is provided, May 23,2017 6.This design is furnished caged to the limitations set forth by S.Plates shall be located on bolt laces of truss,and placed so their center TPONTCA in BCSI,oops+of which will be fumhhed upon request lines coincide with Joint canter lines. B.Digits indicate size of plate in inches. MiTek USA,Inc.iCompuTrus Software 7.6.8(11)-E 1 O.For basic connector plate design values aee EBR-7311,ESR-i888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #161310 LOAD DURATION INCREASE = 1.15 1-2=1 -9) 109 6-7=(-2296) 2275 6-2=( -959) 636 BC: 2x9 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-1787) 1415 7-8=(-2246) 2275 2-7=(-1615) 1884 WEBS: 2x9 KDDF STAND; 3-4=(-1787) 1415 7-3=(-1039) 1303 2x6 KDDF #2 A LOADING 4-5=1 -9) 109 7-9=(-1615) 1884 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 9-8=( -959) 636 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -581/ 980V -2000/ 2000H 5.50" 0.66 KDDF (1485) 11'- 2.5" -581/ 980V -2000/ 2000H 5.50" 0.66 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "00 spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.092" @ 5'- 7.3" Allowed = 0.686" 5-07-04 5-07-04 MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed = 0.100" f 1 fMAX TL DEFL = -0.002" @ 12'- 2.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.062" @ 8'- 2.7" Allowed = 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 p M-4x6 Q 9.00 4.0. MAX HORIZ. LL DEFL = 0.052" @ 0'- 2.8" 3 MAX HORIZ. TL DEFL = -0.059" @ 0'- 2.8" MauICOND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 �� M-3x5 7 .,•,• p M-5x8 Q� �' R.. 1 Ri 0 0 1 1 , A k ri 0 0 I I N N M-3x4 M-3x4 , 6.O0 6.00 . 12 12 l l y 1 y 1-00 5-07-04 5-07-04 1-00 OPROE:ey y .\9` G /11-02-08 e.`. t . INE�4, 0�fi 89200PE t'' JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - FDRAG At• ,r�' Scale: 0.3631 S=• 4/ WARNINGS: GENERAL NOTES, uNess othenNse noted' Y OREGON * fir I.Builder and erection contractor should be advised of 01 General Notes 1.This design N based only upon the parameters snoerr and is bran Individual !l 1 171 i+", V Truss: FDRAG and waminga before construction commences. building component.Applicabliry of design parameters and proper 2.2x4 compression nob bracing must be Installed where shown•. incorporation of component la the reaponibNNy of the building designer. !f,/'4 '� ". {4 2-© "� 3.Additional temporary bracing to Insure stablloy during construction 2.Design assumes the top end bottom chords to be laterally braced at V 1 � Is the responsibility of the erector.AddEonel permanent bracing of Rin c end el i B'c.a respectively unless braced throughout their booth by 4fe��. 1..� DATE: 5/22/2017 the overall almcmre is men albM rine bulking designer. continuous sheathing Rich as plywood eheathlng(11)andror drywaN(BC), Non Ny o 3.3lmpact bridging or lateral bracing required where shown++ SEQ.: K3 2 2 6 8 62 4.No load should be applied to any component until after all bradog and 4.Installation of truss Is the responsibllky of the respective contractor, fasteners ere complete end el no time should any loads greater than 5.Design assumes trusses are to be used In a non-corneNe environment, TRANS I D• LINK design loads be applied to any component and ate for"dry condition'or use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NY bearing at ant supporta shown.Shim or wedge if EXPIRES: 12/31/2017 2/31/2017 neceaury //ill- fl i F/< tl I tsbdcotion,handling,shipment and installation al components. 7.Dealgn assumes adequate drainage Is provided. 6.Thio design l famished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center May 23,2017 TPFWICA In SCSI,copies of which will be furnished upon request. Tires coincide with)Bial center lines. MITek USA,Inc./Com uTrus Software 7.6.8(1L}E e.Dons indicateector pplatee inches. P 7B.Darbealcconnectorf pat in incwelues see EBR-7377.ESR4BBB(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 71 2-6=(-142) 1021 6-3=(-141) 236 BC: 2x9 KDDF N1&BTR; SPACED 24.0" O.C. 2-3=1-1381) 173 6-7=(-176) 1155 3-7=(-397) 191 2x6 KDDF N1&BTR Ni 3-9=( -957) 159 7-8=( -55) 86 7-4=( -11) 675 WEBS: 2x4 KDDF STAND; LOADING 9-5=( -946) 149 7-5=( -66) 627 2x6 KDDF #2 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-648) 177 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -180/ 1260V -131/ 1776 5.50" 2.02 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LLA-DL= 599.0 LBS @ 2'- 3.5" 13'- 6.0" -93/ 680V 0/ OH 5.50" 0.46 KDDF (1485) ** Fox hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-7psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.015" @ 7'- 10.7" Allowed = 0.629. 7-10-12 5_07_04 MAX TL DEFL = -0.034" @ 7'- 10.7" Allowed = 0.839" ` SEASONED LUMBER IN DRY SERVICE CONDITIONS / 3-00-08 9-10-09 5-07-09 MAX HORIZ. LL DEFL = -0.014" @ 13'- 3.2" f f f MAX HORIZ. TL DEFL = 0.031" @ 13'- 3.2" 12 12 9.00 11M-4x4 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 4.0" Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, Ni (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=l.6,e End vertical(s) a exposed to wind, Truss designed forwind loads in the plane of the truss only. 3 �� M-3x9 e' M-5x8 1� 0 I `-1 0 C �,��s I. N o = 6 -/ I 1 ** o M-3x9 M-5x6 M-1.5x3 .G16.00 6.00 I .. 12 12 y1-00 y 2-09 +59,4# 5-01-12 y 5-07-04 y Y • Ep PRpFk.s y 13-06 y �c� (,,��" N Lr49 sp�9 89200PE • r JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - Gl -01 /0 Scale: 0.3249 '«' 4WP • ....II CC WARNINGS: GENERAL NOTES, unless othereee noted. �7 ( REGO(kl "'V I.Builder and erection contractor Mould be advised of all General Notes 1 Thls design is based only upon the parameters Mom end le for an Individual OREGON V A Truss: G1 and Warnings before construction commences. building component Applkablllty of design parameters and proper �t rt N 2.254 compression web bracing moat be Installed where shown*. Incorporation or component Is the responsibility of the building designer. /.0 7/` 1 A 2-'-'• �4 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and boson,chorda to be laterally braced et r'Y by Is the responsibility of the erector.Addftmnal permanent bracing of 2'titinsc.end et a hino.crsuch as ply unless braced(TC)and/or their length). 'VI R A I L� DATE: 5/22/2017 the overall etntare is the responsibility of building designer. co"tin°aaaahgg a,+'totsaeadng reuiredweresawnsdm+ag(Bc>. spots ftY e g3.2s Impact bridging or lateral bredng required where Movie*. SEQ.: K3 2 2 6 8 6 3 4.No mad Masud be applied to any component unto after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time Mould any loads greater than 5.Design assumes trusses are to be used Inc non-corro4ve environment. TRANS ID• LINK de.Ignloads beapplied many component. and St.fan dry osedlion 51 ace. 5.Com True hes no control over and assumes no responsibility for the 5.Desiwgn assumes Ml beating at all supports Movie,Shim or wedge i( apana fty ry. EXPIRES: 12/31/2017 fabrication,handling.shipment end inetailelion of components. 7.Design assumes adequate drainage is provided. May 23,2017 8.This design Is furnished witted to the limitation set forth by e.Plates shall be located on both taws of truss,end placed so their center TPIPMCA in BCSI,copies of which vol be fumhhed upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.8(1L)-E to.Far basic connector plate design values see EB17-1311.ES12-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-6=(-240) 602 3-6=(-221) 160 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-812) 167 6-7=(-279) 686 3-7=(-205) 196 WEBS: 2x4 KDDF STAND; 3-4=(-796) 187 7-8=( -57) 84 7-4=( -61) 473 2x6 KDDF #2 A LOADING 4-5=(-778) 190 7-5=( -66) 504 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-560) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 POE Ground Snow (Pg) 0'- 0.0" -94/ 751V -131/ 178H 5.50" 1.20 KDDF ( 625) 13'- 6.0" -93/ 595V 0/ OH 5.50" 0.40 KDDF (1485) ** Fox hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.015" @ 7'- 10.7" Allowed = 0.629" 7-10-12 5-07-04 MAX TL DEFL = -0.026" @ 7'- 10.7" Allowed = 0.839" A A SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 2-09 5-01-12 5-07-04MAX HORIZ. LL DEFL = -0.015" @ 13'- 3.2" .f 'r /' MAX HORIZ. TL DEFL = 0.025" @ 13'- 3.2" 12 12 9.00 IIM-4x4 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 4.0" ,(-,( Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, RI (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), la�l load duration factor=1.6, End vertical(") are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 11 3 n 1� ,e M-5x8 0 1 0 O 1 v' L Kaiiiiiiiiiiiiiiiimmr ,4' N 6 1 1 0M-3x4 M-5x6 M-1.5x3 d 6.00 6.00 12 12 y1-00 1 2-09 l 5-01-12 y 5-07-04 1 �Q`�0 P R 0 k- y 13-06 y ,,Gj �e`N .� s/e �" 89200PE r'' JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - G2 Scale: 0.3244In tr, WARNINGS: GENERAL NOTES, unless otherwise noted. 017['("f1A1 ,1' 1.Builder end erection contractor should be advised of all General Notes 1.This design t based only upon the parameters shown and is for an individual !1 G47 V I V v�j Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.9:4 compression web bracing must De installed where shown 5. Incorporation al component Is the reaponstDllBy of the building designer. rh A1)" 14 f o 4 �"`t• 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap end bottom chords la co Iefe h braced at �.f tea, R the responsibility of the erector.Additional permanent bracing of 2 o c.and at 70'o.a reepectWeN unless booed throughout their langlh by 41ea�..1 L\-{Vh continuous sheathing such as plywood sheathing(TC)andlor drywa8(BC). DATE: 5/22/2017 the overall structure 1s the respon"mN1y of the building designer. 3.24 impact bridging or lateral bracingwing required required Wore shown** SEQ. : K3226864 4.No load should be appged to any component until after ell bracing and 4. sllation oftra1ryashe responsibility yaf the Rnrespective ctivecaovtor. fasteners are complete and et no time should any loads greater men Design assumes TRANS ID• LINK design roads be appliedtoany component and are for"dry condition"ofuse. 6.CompuTrus has no control over end assumes no responsibility for the 6.Design ell assumes NW bearing at a8 supports shown.Shim or Kedge If EXPIRES: V C]11']C Cs... e'!//J 4 J A i 7. fabrication,handling,shipment end installation of component. 7.Design assumes adequate drainage k provided. May 23,2017-.1 f1C 43 fC:>.J:.11 111 B.This design Is furnished subject to the limitations set forth by 8.Mates shall be located on both feces of truss,end placed so their center TPIANTCA in BCNI,copies of which wM be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values sea ENR-1311,ESR-1988 WW1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDE' 01&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 6=(-403) 691 3- 6=(-268) 290 BC: 2x9 KDDF 01&BTR SPACED 24.0" O.C. 2- 3=(-810) 159 6- 7=(-453( 718 3- 7=(-209) 196 WEBS: 2x9 KDDF STAND; 3- 9=(-823) 236 7- 8=(-122) 160 4- 7=( 0) 180 2x6 ROOF 02 A LOADING 4- 5=(-572) 250 7- 5=(-361) 694 LL( 25.0(0DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 8=(-551) 290 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 USE Ground Snow (Pg) 0'- 0.0" -99/ 751V -115/ 229H 5.50" 1.20 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 13'- 6.0" -93/ 595V 0/ OH 5.50" 0.40 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.027" @ 8'- 0.0" Allowed = 0.629" / 7-11-11 5-06-05 MAX TL DEFL = -0.039" @ 8'- 0.0" Allowed = 0.839" f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-09 5-02-11 5-06-05 MAX HORIZ. LL DEFL = -0.019" @ 13'- 3.2" f 1' 1' ¶ MAX HORIZ. TL DEFL = 0.024" @ 13'- 3.2" 12 9.00 7 M-4x6 Design conforms to main windforce-resisting 9 M-3x9 system and components and cladding criteria. 5 Wind: 190 mph, h=22.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, eD (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M-3x93 �� o 0 io 0 M-5x10 0 Al ,, , ��e_e .4 : I 1 6 0 M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 12 12 J. ,J, l J. y 1-00 y 2-09 5-01-12 5-07-04 y '� �. , PRQFFss 13-06 '' ' 89200PE. yr'" JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - G3 Scale: 0.3369 WARNINGS: GENERAL NOTES, unless otherwise noted. 0� V Oyu 1 Truss: G 3 Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters Mown and le for an IndNidual ' s_ and Warnings befare construction commences. building component Applkebllity of design parameters and proper N 2.2s4 compression web bradng must be installed ulnare shown•. Incorporation of component Is the responsibility of the building designer. ' ) P 14 f1" 4 3.Additional temporary bracing to Insure stability during construction 2.DOK esign assumes the top and bosom chortle to be laterally braced at �.f L Is the responsiblllty of the erector.Additional permanent bracing of c a a.and at t 7 hin respectively es pply unless s braced(TC)and/or their length by RIO- DATE: O- DATE: 5/22/2017 the overall structure Is the responsibility of the buildingcoMlnuoua sheathing such es bracing,tl required where a endlor drywall(BC). ,I designer. 3.In Impact bridging or lateral required shown a* SEQ. : K3 2 2 6 8 6 5 4.No road should be applied to any component until aver all bracing and 4.Installation of truss Is theepansibgsy of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes fug bearing at all supports Moven.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation or components. 7.Design assumes adequate drainage la provided. May 23,20 1 7 8.This design Is furnished subject to the limitations set fart by S.Plates shall be located on both faces of truss,and placed so their center TPIMuTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center tins. uTrus Software 7.6.8 1L 9.Diggs Indicate size or plate In inches. MiTek USA,Inc./Com p ( ).E 10.For basic connector plate design values see E5R•131 t,ESR-15138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 7=(-407) 666 3- 7=(-281) 242 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1-810) 183 7- 8=(-457) 795 3- 8=(-178) 166 WEBS: 2x4 KDDF STAND; 3- 4=(-823) 306 8- 9=(-120) 158 4- 8=( 0) 180 2x6 KDDF 92 A LOADING 4- 5=( 0) 0 8- 6=(-910) 685 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-572) 293 6- 9=(-551) 338 TC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -104/ 751V -115/ 230H 5.50" 1.20 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -94/ 595V 0/ OH 5.50" 0.40 KDDF (1485) - REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I' OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ry,OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacinq. l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 00 For hanger specs. - See approved plans MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9-11-11 3-06-05 MAX LL DEFL = 0.039" @ 8'- 0.0" Allowed = 0.629" ` f ,f MAX TL DEFL = -0.039" @ 8'- 0.0" Allowed = 0.839" 2-09 5-00-11 2-02 3-06-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' 1' 1' 1 f MAX HORIZ. LL DEFL = -0.021" @ 13'- 3.2" MAX HORIZ. TL DEFL = 0.025" @ 13'- 3.2" 8-00 T ,f Design conforms to main windforce-resisting 5 system and components and cladding criteria. 12 9.00 7 Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 M-3x4 End vertical(s) are exposed to wind, 6 Truss designed for wind loads �p in the plane of the truss only. 0 M-3x4 �� o 3 e ,o 1111111 M-5x10 1111 o , AL o 1 o M-3x4 M-5x6 M-1.5x3 .Q 6.00 6.00 12 12 yy y l P FF 1-00 2-09 5-01-12 5-07-04 „` 6 161 y y co GE� 13-06 ©$ R � ` 9 z 892O0PE I- JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - G4 _t : Scale: 0.2862 WARNINGS: GENERAL NOTES, unless otherwise noted. ' OREGON /.4' 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �j OREGON I Y w M ^K( Truss: G4 and Warnings before concoction commence. building component.Appkabllty of design parameters end proper 2.2a4 compression web bracing mud be Installed where shown+. incorporation of component le the reeponslbitty of the building designer. <') 7 1 Asi' '1' 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom dares to be laterally braced at �.l t Is the responsibility f the ere dor.Addlonal permanent bracing of 2 o.c.end at 70 o c.reeph plyely unless braced throughout their length by �ri E I•.L n/o continuous sheathing such as plywood sheething(TC)and/or tlrywall(BC), ay DATE: 5/22/2017 the overall structure is the reepondbilily of the building designer, 3.2s hoed bridging or lateral bndng required where shown«« SEQ. : K3226866 4,No load should beeppHedtoany component until atter all bracing and 4.Installationftrusissthheareabsuity tthe In anrespective econtractor.environment, , fasteners are complete end at no time should any loads greeter man Des a e assumes trusses condition"of to be TRANS I D: LINK design loads be applied to any component. 6.Design assumes NA bearing at ell supports Mown.Shim or wedge if 6,compaTma has no control over and assumes no responsibility for the n,Ce88Bry. EXPIRES:. 12/31/?617 fabrication,handling,shipment end Msiafetlon of components. 7.Design assumes adequate drainage la provided. May 23,2017 6.This design Is furnished sub)sd to the limitations set beth by 8.Plates shall be located on both feces of truss,and placed so their center TPW/TCA In BCSI,wpbs of which Mil be furnished upon request. lines coincide with Joint center line. 9.Digits Indicate size of plate In Inches. MWTek USA,Inc.(CompuTrus Software 7.6.8(1L}E 10.For basic connector plate design values see ESR-1311.ESR-18138(Milek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 7=(-391) 679 3- 7=(-287) 234 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-810) 201 7- 8=1-440) 760 3- 8=(-162) 150 WEBS: 2x4 KDDF STAND; 3- 4=(-823) 323 8- 9=(-118) 156 4- 8=1 0) 180 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 8- 6=(-417) 717 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-578) 302 6- 9=(-551) 400 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -121/ 751V -115/ 231H 5.50" 1.20 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -153/ 595V 0/ OH 5.50" 0.40 KDDF (1485) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" M-1.5x4 or equal at non-structural MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" vertical members (uon). 11-11-11 1-06-05 MAX LL DEFL = 0.040" @ 8'- 0.0" Allowed = 0.629" '• For hanger specs.f- See a roved plans MAX TL DEFL = -0.039" @ 8'- 0.0" Allowed = 0.839" / 2-8 / 5-00-11 / 3-10-04 /1-10-01 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 MAX HORIZ. LL DEFL = -0.021" @ 13'- 3.2" MAX HORIZ. TL DEFL = 0.026" @ 13'- 3.2" 8-00 ' r 5 Design conforms to m indforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-4x6 Truss designed for wind loads in the plane of the truss only. 4 M-3x4 10111.1117.000000000.6 -' 0 M-3x441-4111.11111111.111111.11111111 o3B 1 y� M-5x10 o , At .!, e.,,imar0, •A: 0 1 7 I M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 p. 12 12 1 1 1 1 1 ��Q PR OpE`r8S' 1-00 2-09 5-01-12 5-07-04 GINE / 13-06 "Y� ,...k- � �.�..•89200PE r JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - G5 � ,/ Scale: 0.2566 . WA1.Bulkier GENERAL NOTES, uNeuponthe ise parameters e,a ate ,s sJl-iCL701V Truss: G5 anderantlerodlor controdoron co be advised ofa%General Notes This design nn Abased only uponthe p eAgnerashown and Isopr individual V!1C 'V w and Warnings betters constriction commences. Incorpg component. of design pay of ere end proper �} N 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the bulking designer. fjfy -7 i" 1 4 2 �� 3.Additional temporary bracing to insure stability during condtructon 2.Design assumes the top and bottom chorda to be laterally braced al 'G✓ I+ )) is the responsibility of the erector.Additional permanent bracing of I continuous and at t tl o n.reach as ply anode braced throughout their length by ). IRI V� DATE: 5/22/2017 the overall structure h the responsibility f the baldingdeo ner. Ia Impactaridging or 8tehasacplyn'g re aired hereshown snoodtlrywa%(Bc). psi o re 4.In bodging or the bracing required the where tive cot a SEQ. : K3226867 4.NoNed should beleteapplied toany component until yafter all bracing and 4.Design ofbussIsthearelobeuse Itherospedne eenador, fasteners Sr.ere complete and at no time should any loads greater then 5.Design assumed Wsaes are to be and In a nanconosive snvlronmeM, TRANS ID: LINK design bads be applied to any component. end are or"dry condition'of use. 5.CompuTnls has no control over and assumes no responsibility for the 6.Design assumes NN bearing at all supports Mown.Shim or wedge H EXPIRES:(]�p C[d n/f] /!yo 7 fabrication,handling,shipment and installation or components. 7.Design assumes adequate drainage o provided. May 23,2OL/l1�1i7�. RLt3 L J fL / S.This design is furnished subject to the limitations set form by S.Plates shall be located on both faces of truss,end placed so their center TPIMRCA In SCSI,copies of which will be fumbled upon request. lines colndde with point center linea. MiTek USA,IOC.ICom UTfUe Software 7.6.8(1 L 9.Digits Indicate size of pole In inches. P � 1B.For bads connector plate design values sea EBR-1311,ENR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4630) 732 1- 6=(-694) 3559 6- 2=( -402) 2816 4- 9=(-4788) 844 BC: 2x8 KDDF #1&BTR 2- 3=(-2080) 414 6- 7=(-688) 3520 2- 7=(-2532) 520 9- 5=( -94) 30 WEBS: 2x9 KDDE STAND; LOADING 3- 4=(-1560) 368 7- 8=(-240) 982 7- 3=( -190) 920 2x8 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=( -156) 194 8- 9=(-240) 982 7- 4=( -556) 3144 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4=( -258) 1512 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 995.6 PLF 0'- 0.0" TO 15'- 5.5" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 2090.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -682/ 4286V -169/ 332H 5.50" 6.86 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1003/ 5775V 0/ OH 5.50" 9.24 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP J� ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.038" @ 6'- 2.4" Allowed = 0.727" Attach 2 ply with 3"x.131 DIA GUN MAX TL DEFL = -0.078" @ 6'- 2.4" Allowed = 0.969" nails staggered: SEASONED LUMBER IN DRY SERVICE CONDITIONS # 9" oc in 1 row(s) throughout 204 top chords, /X\/x` 9" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. LL DEFL 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. TL DEFL =0 .013" @ 15'- 2.0" 12-00-11 3-04-13 Design conforms to main windforce-resisting T 1' ' system and components and cladding criteria. 6-04-03 5-06-08 1-05-09 2-01-04 f f ' f f Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-9x6 load duration factor=l.6, 9.00 7 3 =M-808 M-1.5x3 End vertical(s) are exposed to wind, Truss designed for wind loads ,0Ap'�� in the plane of the truss only. 4 1 M-3x6 (7 2 �� o 111 0,M-5x16 111111116.. 1 6 7 8 9 -/ I M-3x10 M-8x10 M-4x12 0 -M-4x4 q ,i2090# R,OO ('RO�' y6-02-07 y 5-o6-08 i-o7-os�z-o1 04 y eco GINEs, c/0 15-05-08 ?W 89200PE 9� JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - GGIRD -,41A 0,, ,: Scale: 0.2489 In It WARNINGS: GENERAL NOTES, unless otherwlae noted: Uf-7C�.7© /e. Truss: GGIRD 1.Builder and erection contractor Mould be advised oral General Notes 1.This design Is based only upon the parameters shown and t Nr an Individual Fl w V(/ • and Warnings before construction commences, building component Applkab8Oly or design parameter.end proper 4/ I t 2.244 compression web bracing must be Installed where shown+. incorporation at componan is the responsibility of the building designer. 1'\ '7 y' 1 1! 3.Additional temporary bracing to insure atblllly during consimotion 2.Design assumes the top and bottom dards Is be laterally braced al LJ s 1 2 o c and al IS o.e respedivey unless braced throughout their length by C1,I�r *the respanalbWy or the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andbr drywal(8C). (M \r DATE: 5/22/2017 the overall structure la the reapondbliy of the building designer. 3.24 impact brldging or lateral bredng required where Mown++ SEQ.: K3226868 4.No lead should be applied te any oemponesl uNit aSer all braning end 4.Installation sWsthheee,MMbueyytl the respective fasteners are complete and at no time should any loads greater than Design TRANS ID: LINK design pads beappledtoany component. 6.�ere h,dry ebearingorut.®.0 na.novn.snimorwee reg 5.CompuTrue has no control over and assumes no responsibility for the � assumes a 4� g EXPIRES: 12/31/2017 ry. fabrication,handling,shipment and Installation of component. 7.Design assumes adequate drainage Is provided. May Z3,2 7 8.This design Is furnished subject to the limitations set forth by S.Plates shag be located on both faces of truss,and placed so their center TM/YWCA in SCSI,copies of which will be furnished upon request. lines coincide with join center Ones. 9.Digits indicate We of plate In inches. MiTek USA,Inc./CompuTtue Software 7.6.8(1L)-E to.For basic connecter plate design values see ES12-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-04-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2196) 306 1-6=(-357) 1631 6-2=( -131) 1069 BC: 2x6 KDDF #1&BTR 2-3=1-1195) 216 6-7=(-355) 1612 2-7=( -973) 220 WEBS: 2x9 ROOF STAND; LOADING 3-9=( -221) 252 7-8=(-212) 836 7-3=( -283) 1768 2x4 ROOF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 0 3-8=(-1616) 342 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -234) 193 TC LATERAL SUPPORT <= 12"OC. NON. BC UNIF LL( 142.2)+01( 133.8)= 275.9 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -303/ 2090V -169/ 334H 5.50" 3.34 KDDF ( 625) Hangers attached to the bottom chord 12'- 1.0" -400/ 2090V 0/ OH 5.50" 3.34 KDDF ( 625) will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. ** For hanger specs. - See approved plans 4-04-15 3-08-03 3-08-03 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f f f +( '1 MAX LL DEFL = -0.028" @ 4'- 3.2" Allowed = 0.558" MAX TL DEFL = -0.051" @ 4'- 3.2" Allowed = 0.744" 12 9.00 M-1.5x3 5 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9 MAX HORIZ. LL DEFL 0.007" @ 11'- 7.5" ir MAX HORIZ. TL DEFL = 0.012" @ 11'- 7.5" Design conforms to m windforce-resisting system and componentsr and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x6 End vertical(s) are exposed to wind, 3 Truss designed for wind loads �n in the plane of the truss only. 0 I N O M-3x5 m z 4O o a o IMI a ® 7n' 1 1 6 8 o M-5x10 M-3x6 :-.M-6x6 M-6x8 y y y y ti�'`�O P R Opt, 4-03-03 3-06-07 4-03-07 y 12-01 y �� 'Nfi� sfo ,.. `‹" :9200PE204._,,, „_44.1 JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - HGIRD / • Scale: 0.3262 y . illi 11.. WARNINGS: GENERAL NOTES, unless omerMee noted l OREGON 4/ I.Builder and erection contractor should be adAsed of al General Notes 1.This design is based only upon Be parameters shown and is for an Individual y// OREGON'L Truss: HGIRD and Warningsbefore construction commences building component Applicability of design parameters and L^ �"� rsANY' 449n PP herg Pareme proper )e 420 �i_ 2.244 compression web bracing must be Installed where shown e. Incorporation of component Is the recponstbNily of the Ouildng designer. +� { 3.Additional temporary bracing to Insure stablIE6 during construction 2.Design assumes the top and bottom chord°to be laterally braced at 7 ength by la the responsibility of the erector.Additional permanent bracing o/ cantinuT o c,and at/0'o c.reach cc ply woods bread(TC)ander their sli)B). R(t-� DATE: 5/22/2017 the overall structure is the responsibility of building designer. 2x Impact latehaspc ng re aired where shone arywag(BC). (4 eL72 OY o g 3.2x Impact bridging or latent bracing required where shown a a SEQ. : K3 2 2 6 8 6 9 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compote and at no One should any bads greater than 5.Design assumes tmsse°are to be used in a noncorrosive environment, designbads be applied to any M. end are for"dry condition"of me. TRANS ID: LINK ee yampo"° 6.Design assumes MIbaringatalsupportsshoxn.Shia or wedge if EXPIRES. 12/31/2017 5.CompuTnn has no control over and assumes no responsibility formeneceten, r� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 23,20 q 1 7 6.This design is furnished eubled to the limitations set forth by B.Plates shall be bated on both/aces of truss,end placed so their center TPWWTCA in SCSI,copies of Which WS be furnished upon request. Dins coincide with joint ceder Dins. 9.Digits indicste size of plate MiTek USA,Inc./CompuTrus Software 7.6,8(1L)-E 10.For bask connector in inches pate design values as ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-BO) 67 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -58/ 411V -24/ 74H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.90 RODE ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" 5-05-04 0-A03-12 MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.1" Allowed = 0.972" 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 1 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 9.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 Wind: 140 mph, h=20.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3X5 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 105 in the plane of the truss only. M-1.5x9 ail ,,-, Truss designed for 9x2 outloo ke rs. 2x9 let-ins 1 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-3x5 16, o Outloo ke rs must be cut with careand are Lr, logill ____ ,giiiiiiIIIIIIIIIIIIIidlIlltc permissible at inlet board areas only. m I 2� ►�5 0 M-3x4 M-1.5x3 l y l 5-05-04 0-03-12 y b l 1-00 5-09 V PROFes `c' N � E- G%N 9 % :9200PE r JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - illt,...._ llilvScale: 0.6209 110 WARNINGS: GENERAL NOTES, unless otherMse noted: �,y OREGON 40 1.Builder and erection contractor should be advhed of al General Notes 1.This design is based only upon the parameters shown and Is for an individual 7 tJfl 1.V *_ Truss: Il and Warnings before construction commences, building component Applicability of design parameters and proper { N 2.2,4 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of the building designer. /, '4 Y !4 23 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the top and bottom chorda to be laterally braced at ,py_ la the responsibility of the erector.Additional permanent bating of T c.c.and at 1 P o.c respedbely unless braced throughout Meir length by rr R �y 1Q DATE: 5/22/2017 the overall ebuclure b the responsibility f the building continuous sheathing or lteb plywood required where s oonand/n drywaA(BC). (.� 4+ upon Iry o g designer. S.z«Impact brtdgirg or lateral bracing where mown,. SEQ.: K3226870 4.No load should beapplied toany component until after all bracing and 44..InstaloionoftruWssthe responsibility bi.yyoftherd in a es��veconye taa�..m, fasteners are complete end at no lime should any loads greater man end gra for assume trusses of use. TRANS I D: LINK design bade be applied to any component. 6.Design assumes full bearing at al supports shown.Shim or wedge it EXPIRES: 12/31/2017 5.tom ss Trus has no control over and aumes no responsibilityforme neeeeaary fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage 4 prodded. May 23,2017 6.This design Is furnished sub)ed to the limitations set forth by 6.Plates shall be located on both faces of truss,end placed so their center TPI/WTCA in SCSI,copies of which MI be furnished upon request. lines coincide lath joint center lines. Wel,USA,Ina/Com uTrus Software 7.6.81L E 9.Digb indicate connector pplebe Inches.values p ( F 1.For bask connector fpat in nvalues see ESR-1311,EBR-1986(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=1-36) 99 3-5=(-193) 127 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-80) 67 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -58/ 911V -29/ 79H 5.50" 0.66 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) •' For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 4.0017 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 190 mph, h=20.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads • in the plane of the truss only. N -...dIIIIIIIIIIIIIIIalldl I N O N 1 o O I 2► 5 0 M-3x4 M-1.5x3 1' l l 5-05-04 0-03-12 l l 1-00 5-09 „4,!5': PRQp 89200PE Vic' JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - I2 • Scale: 0.6079 10 WARNINGS: GENERAL NOTES, mien on the ee noted _ OREGON �ir 1.Builder and erection contractor should be advised or all General Notes 1 Thal design Is based only upon the parameters Mown and Is for an Individual 7 OREGON`�1 V Truss: 12 and Warning.before construction commences, building component Applicability of design parameter.and proper ` 2.2e4 compression web bracing must be Installed where shover+, Incorporation of component la the responampey oldie building designer, I, /4!+11++ f A r�o +i.. 3.Additional temporary bracing to Insure stability during construction 2 Oestgn assumes the top and bottom chortle to De laterelty braced et V lilt' 1"Y \\ Is tit reaponsbilty of the erector.Addttknal permanent bracing of 2 c.c.and al l P a.c reapsAWety anises braced MroughaN their Nnglh by 1--5 L.�� • DATE: 5/22/2017 the overall structure Ia the responsibility f the builtlin deal designer. continuous sheathing such es plywood heathing(TC)and/or drywall(BC). o g g 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: K3 2 2 6 8 71 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsiblltty oldie respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, dest I ds be a 1 d to t end are kr"dry condition"of use. TRANS ID: LINK g^o. pple en ycomponen. S.CompuTnn has no control over and assumes no responsibility for the 6.Design assumes NN bearing Cl at supports shown.Shim or wedge If EXPIRES: !)/r]+f Jr](T1 7. fabrication,handling,shipment end instafation of components. ase . F J /Lll 8.Platlgnaswmeaadequate on is provided. May 23,2017 8.This design is meshed subject b the limitations set forth by 8.Plates shall be boated on boM faces of flues,and pkcod so their center TPLWICA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. UTNs Software 7.6.8 1 L E 9.Digits indicate sire of plate In Inches. MiTek USA,Inc./Com P ( )- 10.For bask connector plate design values see ESR-1311,ESR-1896(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF R16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-29) 33 3-5=(-158) 109 BC: 2x9 KDDF R16BTR SPACED 24.0" O.C. 2-3=(-66) 96 WEBS: 204 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.p)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 372V -19/ 61H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 9.0" -31/ 209V 0/ OH 5.50" 0.33 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.8" Allowed = 0.249" MAX TC PANEL TL DEFL = -0.027" @ 2'- 5.1" Allowed = 0.366" 4-05-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, 4 -/ End vertical(s) are exposed to wind, 3 on Truss designed for wind loads in the plane of the truss only. iiiMI N 1-1I o N � I 1 I 2�� ** 5 O M-3x9 M-1.5x3 l . l 4-05-04 0-03-12 ,L 1 l 1-00 4-09 �( O PR OFFsd' .s..r•.:892OOPE r JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - I3 � ,/! . Scale: 0.6189 4r �. • WARNINGS: GENERAL NOTES, unless otherwise noted OREGON je- 1.Builder and erection canted*,Mould be advised of all General Notes 1.TEl design Is based only upon the parameters shown and h for an individual Il C.L74d V # `"S/ Truss: 13 and Waminga before construction commences. bridling component.Applkablltty of design parameters and proper .4 2.2x4 compression web bredng must be beaded where shown*. incorporation of component is me responsibility of the building designer. ��,/A '7 {4 �O 3.Additional to bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterelty brewed et ��( 1 ,,,rs +. temporary 2 o c end et 10'o.o.respectively unless brewed throughout their length by \ 1p la the responsibility of the erector mrnfy re permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .'R�,,`{r DATE: 5/22/2017 the overall ehudure is the responsibility of the building designer. 3.21 Impact bfidging or lateral bracing required where Mown++ SEQ.: K3226872 4.No mad Mould be applied to any component until after all bracing and 4.Installation of truss shs responsibility yCf.non-corrosivedveoactor. fasteners are complete and Cl no time should any loads greater than Design assumes design loads he applied to any component. and are for"dry condttien"of use. TRANS I D: LINK s campai ua has no control over and assumes no responsibility for the 6 Design assumes NA bearing at all supports Mown.Shim or wedge if EXPIRES: 12/31/2017 2/31/201 7 Macedon,handling,shipment end installation of components, 7.Design assumes adequate drainage la provided. May 23,2 Co/1Y7f 11'i G til L J IL.�I 1l 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWyfCA In SCSI,copies of whish coil be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate see of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7888(MRM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 11-02-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=1-34) 37 4-5=1-61) 260 1-9=( -66) 30 2-6=1-378) 69 BC: 2x6 KDDF g1&BTR 2-3=(-39) 37 5-6=(-61) 260 4-2=(-378) 70 6-3=( -66) 30 WEBS: 2x9 KDDF STAND LOADING 5-2=( -44) 393 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 115.1)+DL( 112.1)= 227.2 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -90/ 594V -60/ 60H 5.50" 0.95 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0" -90/ 594V 0/ OH 5.50" 0.95 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. will have 1.5" max. nail penetration. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP .. For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ 2'- 0.0" Allowed = 0.154" 2-00 2-00 MAX TL DEFL = -0.004" @ 2'- 0.0" Allowed = 0.206" ,r '1 ,( SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 M-3x8 M-1.5x3 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.5" MAX HORIZ. TL DEFL = 0.001" @ 3'- 8.5" 1 2 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria. I I - I I Wind: 140 mph, h=20.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads O o in the plane of the truss only. I o p I I N N 11 11 7 4 5 +r 6 -f M-3x4 M-1.5x3 M-3x4 l l l 2-00 2-00 4-00 `• , 0 PROFtss \AG `.c- 89200PE r JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - IGIRD Scale: 0.7637 -,�;,7 WARNINGS: GENERAL NOTES, unless otherwise noted: " _OREGON Iry 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual A OREGON i.T 1 V `�(I Truss: IGIRD and Warts before osnetrodien commences. building component.Applicability of design parameters and L '+f \� Ai, �s h g poroma proper rn tt}" 14 2= ± 2.254 compression web bracing must be installed where shown a. Design assn a component Is the m chords to aothe buially lingbra designer, "7 1 V 3.Additional temporary bracing to insure stability dunng construction 2.Design assumes me top and bo8om chorda to be laterally braced et Is the responsibinty of the erector.Additional permanent bracing of T o.c.and al 1 O o.e reepectnely unless braced throughout their length by �Cw,`R �\-15 DATE: 5/22/2017 the overall structure is me respondbNny of eWldInde Dr imps os sheathing such l bredng reood meedsheatwhere ownand/•drywen(Bc). Lyw,LI7 9 designer. 3.In Impact bridging or lateral bmdng required Ot the where shown•+ SEQ. : K3 2 2 6 8 7 3 4.No load should be appNed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTroa hes no control over and assumes no responsibility for the S.Design assumes full bearing at aN supports shown.Shim or wedge If EXPIRES: 1 2 31/2017 . fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 23,2017 Lf L. 8.This design Is furnished subject to IM limitations set forth by 8.Plates chat be boated on both faces of truss,and placed so their center TPWITCA in BCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. I.Drifts indicate Woe of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 70.For basic connector plate design values see ESR-1317.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-68) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -56/ 313V -19/ 72H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -26/ 46V 0/ OR 1.50" 0.07 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 2'- 3.5" -20/ 29V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,4,3 I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 1.5" Allowed = 0.069" 12 MAX BC PANEL TL DEFL = 0.001" @ 1'- 1.5" Allowed = 0.092" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ' in the plane of the truss only. ti O {- N 111 M-3x4 k l l 1-00 2-03-08 cO PROp s k�\� �ta�IN� R %may 89200PE JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - IJl /e > Scale: 0.71290 47 WARNINGS: GENERAL NOTES, uNess othervaee noted OREGON 1,Builder and erection contractor Mould be advised of all General Notes 7,This design le based only upon the pawner re Mown sin'Is for an Individual �f lJff7l �.7�,/Y w may/ Truss: IJ1 and Warnings before construction commences, building component Applicability of design parameters and proper +✓' �} ©Ntx 2,244 compression web bracing must be Installed where shown+. Incofponllon of component la the responsibility of the building designer. '� "i 14 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap end bottom chums to be laterally bated et /rr� N the responsibility of the erector,Addelonal permanent bracing of Y o c.in and al ee h t.respectively unless braced throughout melt length by 'i/E a=,1.I�+ continuous Meilg or such as pNwood Meemrinate)e mrr a drywal(BC) ,/J[ �.r DATE: 5/22/2017 Iha overall tlructure is the reeponalb%ily of the building designer. 3.2z Impact bridging ar latero)bracing required wham shown SEQ. : K 3 2 2 6 8 7 4 4.No toad should be applied to any component until aver ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere templets end at no time should any loads greater than 5.Dasign assumes trusses are b be used ins non-corrosive environment, TRANS ID: LINK design loads be applied to anycomponent. and are for"dry condition"ouse. 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes NA bearing at all supports shown.Shim or wedge N EXPIRES: 1 2/31!201 7 necessary, r� t +! (-G 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 23,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of buss,and placed so their center TPWV7CA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. S.Digits Indicate size of plate in Inches. MITek USA,Inc.ICornpuTruS Software 7.6.8(1L)-E 10.For basic connector pbte design mitres see ESR-7377,ENR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0,0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-9=(0) 0 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-67) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)00L( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 POP 0'- 0.0" -60/ 319V -19/ 7211 5.50" 0.51 KDDF ( 625) 1'- 9.2" -34/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 95V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IrROVIDE FULL BEARING)Jts:2,9,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR 100SF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" f f MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ I'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 17 MAX HORR. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. w 0 1 I o /- =I I o 1 M-3x4 J• )' ,L 1-00 2-00 '" 0 PRO/ $.' N �� -0, 4 :9200P JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - ISJ1 • 44111P Scaler 0.7129 ' Ir 10 tr WARNINGS: GENERAL NOTES, unload otherwise noted OREGON i- 1.Builder and erection contractor should be advised Mall General Nates I.This design h based only upon ma parameters shown and is for an Individual 72 OREGON s0.1 /s% Truss: Truss: ISJ1 and Waminga before construction commences. balding component.Applicability of design parameters and proper L 14 2Q� "� 2.204 compression web bracing must be Inetalbd where shover+, Incorpoeetbn of component Is the responnblllly of the building tlengner. ✓ �" 3.Additional temporary bracing to Insure stability during construction 2.Design smarties the top and bottom chords to be laterally braced et Is the responnblNy of the erector.Additional permanent booing of 2 o c,and at e0'o a respectively unless braced throughout their length by e,y�: �� DATE: 5/22/2017 me overall structure Is the responsibility of the building designer. continuous sheathing such as acing rd airedaheathere)and/or tlryweg(BC). dirt, ,1J1 3.in Impact oftruss Is lateralbracingresponsibility of the where Mown cot. SEQ. : K3226876 4.Nobedshould mapplied toany component untilany loadall eoanhand 4.Designtasumrisles are to be used It herespectivecodraaa. fasteners are complete and at no time should any mea:greater than 5.Design sesames trusses Bram be uaeO In a noncanwYve environment, TRANS ID' LINK design loads be applied to any component, end are for"dry condition"of use. 5.ComWTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at al supports shown.Shim or wedge If EXPIRES 12/31/2017 necessary. fabrication,handling,shipment and Installation of components. 7.Design Ratebesatled on bothl fans istruss,provided. May 23,2017 8.This design Is furnished subject to the limitations set forth by 6,plates shall be located on both rases or truss,and placed so their cellar TPINOrCA In BM.copies of which will be furnished upon request. Ilnes colnade with joint center lines. uTrus Software 7.6.8(11_)-E S.Diggs Indicate size of plate In Inches. MiTek USA,Inc./Com Pt o.For bank connector plate design values see ESR-1 Ot t,ESR-1568(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 9.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF fS&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING Wind: 140 mph, h=21.6ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 45.0 PSF load duration factor=l.6, considered for this design. Truss designed for wind loads LL 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 4-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-04-08 4-09-08 NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. 12 12 9.00 7 IIM-4x4 Q9.00 2 PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE IP INSTALLED ADJACENT TO SCISSOR TRUSSES. 0 ,ii1IlIIiii 0 ti 1 1 0 0 1 1 4 5 y l-oo ° 8-09 y 1-00 y co 'tf'-c.o PR0p.p, .... 'ck' 89200PE f JOB NAME : ENGLISH REVIVAL ERT 5 PLEX — L1 / _. Scale: 0.5008 f- cr- p "'p WARNINGS: GENERAL NOTES, unless otherwdes noted. OREGON 44/ 1.Builder end erection aontredor should be advised of all General Notes 1.TMs design Is based only upon the parameters shown and is for an individual �j �(_ !1 1w W A'l *_,_ Truss: Ll and Warnings before construction commences building component.Applicability of design parameters end proper .Y" -i7 \N 2.204 compresNon web bradng must be installed where shown�. Incorporation of component Is the responsibility of the building designer. r/1 ''` {A 2Q 3.Addlienal temporary bracing to Inure stability during construction 2.Design assumes the top end bottom chorda b be laterally braced al �,./ 1`M' j� Is the responsibility of the erector Additional permanent bracing of 2 o c.and et/0 respectively unless Maces through mak langur by * RIO- DATE: rya... continuous sheathing such as plywood sheathing(TC)and or drywall(BC). (` 5/22/2017 the overall structure Is the responsibRi y of the building designer. 3.2r Impact bridging or lateral bracing required wtlere shown*+ SEQ. : K3226877 4.No bad should be applied to any component until ager all bracing and 4.InsRationoftrusissthheroesaWbustedt �pdroivecnt i��.n.m, fasteners are complete and at no Noe should any loads greater then Design assumesin a design hada be applied to any component. and are for'dry aondmon.of use. TRANS ID: LINK 5.CompuTrus aamcamrol over and assumes no rssponrol yfor the 6.Design assumes NA bearing at all supports Mown.Shim or wedge if CXf1'I']CP. 12/31l20A7 rabdcaeon,handling.shipment and lnstegetmn of opmponents. 7.Desgn assumes adequate drainage is provided. May23,2 17 EXPIRES: IF JI(£lJ1 6.This design is furnished subject to the limitation set forth by a.Plates shag be located on both feces of truss,end pieced so their center TPIIWTCA In BC51,ooples of vddch vAl be furnished upon request. lines coincide with 0151 center lies. g,Diggs Indicate sire of plate In inches. MiTek USA,Ina/CampuTrus Software 7,6,8(10-E 10.For bask connector plate design values see ESR-1311,ESR-198/1(Weld This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 8-09-00 GIRDER SUPPORTING 25-03-04 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2216) 318 4-5=(-1956) 2026 4-1=(-2220) 296 5-3=( -666) 2358 BC: 2x6 KDDF 816BTR 2-3=(-2216) 318 5-6=(-1956) 2026 1-5=( -666) 2358 3-6=(-2220) 296 WEBS: 204 KDDF STAND LOADING 5-2=( -292) 1832 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 290.9)+DL( 252.7)= 543.6 PLF 0'- 0.0" TO 8'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -437/ 3203V -2000/ 2000H 5.50" 5.12 KDDF ( 625) -',- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 9.0" -437/ 3203V -2000/ 2000H 5.50" 5.12 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. nails staggered: ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1^/ 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lO PSF LIVE LOAD. TOP /XV)(\ 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 webs. MAX TL DEFL = -0.018" @ 4'- 4.5" Allowed = 0.522" MAX TC PANEL LL DEFL = 0.036" @ 2'- 5.3" Allowed = 0.316" 4-04-08 4-04-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 1' 1' MAX HORIZ. LL DEFL = 0.004" @ 8'- 7.3" 12 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 7.3" 9.00 7 M-4x6 N 9.00 2 4 O„ ICOND. 3: 2000.00 LBS SEISMIC LOAD. I A II k. Design conforms to main windforce-resisting �� system and components and cladding criteria. kl Wind: 140 mph, h=21.6ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 M-3x5 e•0IIIIIIIOoopo. o o m 6:s. m + NI'® ® II 4► 5 1...=.016 M-3x8 M-7x8 M-3x8 1 1 4-04-08 4-04-08 _ 1 1 8-09 � �U PRQFFss <c,�~c� �yGVNFF9 / , 89200PE �r' JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - LGIRD ; /00P "- Scale: 0.4583Io WARNINGS: GENERAL NOTES, unless otherwise noted: "pi, OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon me parameters shown and is bran Individual R C. f�1 Truss: LGIRD and Warnings before construction commences, building component.Applicability ofparameters and proper a,. Incorporation of cora p hr o design ttyofg designer. f �} N.Y. 2.2x4 compression web bracing must be Installed where shown*, portent Is the responsibility of the building /� '7�` Y3� �'}.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be lateral braced el 'CJ f 4 L Is the responsibility of the erector.Additional permanent bracing of T o a end et 10'o c respectively unless braced Throughout(heir length by0..,DATE: 5/22/2017 the overanstructure Is mere aron continuous.heathingwd,asplywoodeheammg(TC)and/ordrywall(BG). aeon Try of the building designer. 3.2s.Impact bridging or lateral bracing required where.nosh,. SEQ. : K3 2 2 6 8 7 8 4.No pad should ba applied to any component until after all bracing and 4.Installation of truss is the responsibility of the reepedive contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment. m. and era for"dry condition"of use. TRANS ID: LINK design loads be applied to an rcompane 5.CompuTnn has no control over and assumes no responsibility for the 8.Design assumes Ng bearing at ftp supports shown.Shim or wedge if EX pj RES: V. 12/31/2017 fabrication,handling,shipment and installation of components. 7.Designnecemssumesadequatedrainageisprovided. May 23,2Qf117�1R t3 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of tuns.and placed so their center TPUWICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. uTrus Software 7.6.8 1 L 0.Diggs indicate else of plate in inches. MiTek USA,Inc./Com p ( )-E 10.For basic connector Pate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF 4116BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF R16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 95.0 PSF load duration factor=l.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4-10 4-10 NOTE:DESIGN ASSUMES SHEATHING q q 1' TO ONE FACE. 12 IIM-4x4 12 12.00 7 2 N 12.00 411111PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES. f rd 0 4 5 1 l l y O PR OpFs 1-00 9-08 1-00 `�� t, #4.1) s/r'�t `t 89200PE t" JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - Nl �,44 .. Scale: 0.4193 . WARNINGS: GENERAL NOTES, unless otherwise noted O1"91."".1'�O Ji. 1.Builder and erection 9ontrader should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual OREGON I w` "'(7 i, Truss: NI and Warnings before construction commences building component.Applicability of design parameters and proper lt"�8 �, 2.2o4 compression web br.deg must be installed where shown+ incorporation of component is the responsibility of me building designer./\ `714 O 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top all bottom cholla to be laterally braced et V �I � Is me reelcbitly of the erector.Additional t bracing of 2ceo.c.end at 10 o.0.respectively unless braced throughout their lenge by ,p`/��R I L�- apo permanent RIO- continuous sheatNng such as plywood sheathhlg(TC)and/or drywall(BC). (y ,L]7 DATE: 5/22/2017 the overall structure Is the responsibility of the building designer. 3.Di Impact bridging or lateral bracing required where shown++ SEQ. : K3 2 2 6 8 7 9 4,No road should be applied to any component until after all bracing and 4.Detteefnt ane,m•suss the responsibility rspo w u�yye a n n edlolo.contractor. fasteners are complete and at no time should any loads greater man e design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.Design 5.compaT ua has no control over and..eam.a no responsibility far the s mea Nb bearing at a8 supports shove.Shim or wedge if EXPIRES:: 12«112017 tebrlcatbn,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. May ,2017 6.This design is belched subject to the limitations set forth by 8.Plates shall be located on both faces of teres.and placed so their center IV I y L 23 G 7P1/WrCA in SCSI,copies of which suit be furnished upon request. lines coincide wlth Joint center Imes. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CorflpuTrus Software 7.6.8(1L(.E 10.For basic connector piste design values see ESR-1311,ESR-1885(MIT.k) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( -12) 144 6-7=(-241) 248 6-2=(-588) 168 BC: 2x4 KDDF s.1&BTR SPACED 24.0" O.C. 2-3=(-438) 96 7-8=( -55) 76 2-7=( -21) 204 WEBS: 2x4 KDDF STAND; 3-4=(-457) 112 7-3=( 0) 234 2x6 KDDF 02 A LOADING 4-5=( -12) 144 7-4=( -65) 271 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=(-588) 216 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -72/ 615V -214/ 214N 5.50" 0.41 KDDF (1485) 9'- 8.0" -72/ 615V 0/ OH 5.50" 0.41 KDDF (1485) *0 For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 4-10 4-10 MAX LL DEFL = -0.001" @ 10'- 8.0" Allowed = 0.100" fMAX TL DEFL = -0.002" @ 10'- 8.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.152" @ 6'- 10.9" Allowed = 0.383" 12 12 MAX TC PANEL TL DEFL = 0.141" @ 2'- 9.1" Allowed = 0.575" M-4x6 12.00 177 N12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 4'011 MAX HORIZ. LL DEFL = 0.006" @ 9'- 5.2" ,A.� MAX HORR. TL DEFL = 0.009" @ 9'- 5.2" �,' Design conforms to m indforce-resisting system and componentsandcladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 2 �� f �� 7 Q� -, M-5x8 rn i 1 M-1.5x3 M-1.5x3 4 6.00 6.00 12 12 J' l l l l 1-00 4-10 4-10 1-00 to l l ,5 PROFfis 9-0e 1.�� C'IivE$�9 �% :9200PE 9r' JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - N2 ! Scale: 0.35491111 tt' Alf ' WARNINGS: GENERAL NOTES, umessothervdsenoted 7 OREGON 1.Builder and erection contractor should be advised of al General Notes I.This design is based only upon the parameters shown end is for an individual // �(__OREGON s�., A. Truss: N2 and Wardrga before constmctlen commences. building component.Applicability of design parameters and proper L' -Yf�A s" '\ 2.2a4 compression web bradng must be installed where shown". incorporation of component is me responsibl=y of the building designer. �� '7 F- f1©� 3.Addfionsi temporary bradng to insure stability during construction 2.Design assumes the top and bottom cholla to be lalenity braced al 14 ('" is the responsibility o!the erector.Additional permanent bracing of T o.c.all at 70 o.c.respectively unless brocetl throughout(heir length by /.v��.11-‘,- DATE: continuous sheathing such as plywood sheathing(TC)sham drywall(BC). fi 5/22/2017 the overall structure is the reapnnbbARy of the building designer. 3.2a Impact bridging or lateral bradng required where shaven+vSEQ. : K 3 2 2 6 8 8 0 4.No bad should be applied to any component until ager all bradng end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are ler^dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes tut bearing et all supports Mown.Shim or wedge it EXPIRES: X I']'[][{'s; I�jf� /r]/y Z Iabnca8nn,handling,shipment end installation of components. necessary. (1t.� LIJ (L41 7.Designresabeladed on drainagetoniapros ed.an May 23,217 6.This design b furnished subject to the limitations set forth by 8.plates shag be bated on both laces of truss,and placed so their comer TPLNNTCA in BCSI,copies of which will be furnished upon request. linea coincide vAth joint center lines. 9.MiTek USA.Inc./CompuTruo Software 7.6.8(1L)-E 10.Digits basic cotnectae bre rplate deslate in ign igches. s see ESR-7371,ESR-1888(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-439) 111 4-5=(-203) 206 4-1=(-402) 198 5-3=( -36) 255 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-453) 135 5-6=( -52) 74 1-5=( -22) 206 3-6=1-402) 176 WEBS: 2x4 KDDF STAND; 5-2=( -4) 234 2x6 KDDF #2 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DI. ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -67/ 435V -180/ 180H 5.50" 0.29 KDDF (1485) 9'- 8.0" -67/ 435V 0/ OH 5.50" 0.29 KDDF (1985) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. ) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.153" @ 6'- 10.9" Allowed = 0.383" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.048" @ 2'- 7.1" Allowed = 0.575" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-10 4-10 MAX HORIZ. LL DEFL = 0.005" @ 9'- 5.2" f f f MAX HORIZ. TL DEFL = 0.009" @ 9'- 5.2" 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 12.00 V N12.00 2 4.0" Wind: 190 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), eload duration factor=1.6, JEnd verticale s) a exposed to wind, Truss designed forwind loads in the plane of the truss only. A M-3x4 M-3x4 ig /- lO 5 Likiiiii. --/ M-5x8 c", rn 0 0 1 1 A I 41111e 41. M-1.5x3 M-1.5x3 G16.00 6.00 12 12 l l 1 4-10 4-10 �,V P R Qp� l 9-08 1 •\� ‘4G11\1446. +,G` 't. 4�i 'S� 'c 89200PE r' JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - N3larl' /«�� Scale: 0.3550.. it• In WARNINGS: GENERAL NOTES, unless otherwise noted OREGON ✓r. 1.Builder and erection contractor should be advised of an General Nates 1.This design la baud only upon the parameters shown and h for an Individual OREGON I�1 "'C/ Truss: N 3 and Warnings before conebudfon commences. building component.Applicability of design peri meters and proper 2 zsa compression web brsdng must be installed where shown 5. tX AN incorporation of component is the reepen.lbmy orae building designer. /t Al 3, .�4 o� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom dcraa to be laterally braced at V�/�J.,['� �¢. Is the responalbiNy of the erector.Additional permanent bracing of =Sinuous ashuthingreuch as epywood sheathing(TC)endbr drywel BChy unless braced throughout their length) -.Gy J .. 0- DATE: 5/22/2017 the overall structure la the responelbilily of the building designer. 3.2a Impact bridging or Were!bradng required where shown++ SEQ.: K3226881 4.No load should be applied to any component until after all bracing and 4.Installation of o-uksthe �wbiliyem.ee`res ctIvecontractor. osive�a��rnem, fasteners are competeand atnotime should any wadsgreater than endersfss medry tunasn'rcloof b. TRANS I D: LINK dedgn mpulru has no applied b any component. 6.Design assumes full bearing at al supports shown.Shim or wedge II EXPIRES: 12/31/2017 5.CompuTrus has no control over and aeumes no reaponbili y for the ry febtoation,handling,empment end installation al components. 7.Design assumes adequate drainage la provided. May 23,2017 O.This design is mmlahed suged to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so then oenter TPIMRCA in 8091.copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits Indicate elm of plate In inches. MiTek USA Inc.ICompuTrus Software 7.6.8(1L('E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KODF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -12) 194 6-7=(-2229) 2253 6-2=(-1049) 800 BC: 2x9 KDDF g13BTR SPACED 29.0" O.C. 2-3=(-1569) 1317 7-8=(-2229) 2253 2-7=(-1406) 1559 WEBS: 2x9 KDDF STAND; 3-4=(-1569) 1317 7-3=( -965) 1162 2x6 KDDF R2 A LOADING 4-5=( -12) 194 7-9=(-1406) 1559 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 9-8=(-1049) 800 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -746/ 1061V -2000/ 2000H 5.50" 0.71 KDDF (1485) 9'- 8.0" -746/ 1061V -2000/ 20000 5.50" 0.71 KDDF (1985) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net(-7 IC gpsf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 4-10 4-10 MAX LL DEFL = -0.001" @ 10'- 8.0" Allowed = 0.100" fMAX TL DEFL = -0.002" @ 10'- 8.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.152" @ 6'- 10.9" Allowed = 0.383" 12 12 MAX TC PANEL TL DEFL = 0.191" @ 2'- 9.1" Allowed = 0.575" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 7112.00 3 4,0 MAX HORIZ. LL DEFL = 0.037" @ 0'- 2.7" AL MAX HORIZ. TL DEFL = -0.091" @ 0'- 2.7" VI ICOND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5M-3x5 2 �� M-5x8 c1 rn OI 1 O •,-1 I 6 p0 4Y 8 M-3x4 M-3x4 .. 6.00 6.00 12 12 , ) 1 1 J. 1-00 1 4-10 4-10 11-00 c t3 PROpt 9-08 4c~o4 tJG4N4-9 s/0s_ `k' 89200PE JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - NDRAG .,, C + �--�""" Scale: 0.3549 '& • -*ell . WARNINGS: GENERAL NOTES, unless otherwise noted: "y OREGON W t Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual // A_ yo, iN Truss: N DRAG and Warnings before construction commences. building component Applicability of design parameters and proper L� `'7 2.2a4 compression web bracing must be installed where shown.. Incorporation of component Is the responsibility of the building designer. �Jy "7y` 14 7 y` 1 4 2-" 3.Additional Temporary bracing to insure stability during construction2 Design assumes the top and bottom dards to be laterally braced at fir( 7 Is the responsibility of the erector.Additional permanent bracing of 2e ti and alt 0 hin respectively ply unless brewed(7G)and/or r dryN l)B Dy . '• A10- DATE: '.tnpeet rhger laterh es alsng re aired here)een0 drywatl(BC). 5/22/2017 the overall armature is Me responsibility of the building designer. 3.25 Impact bridging or lateral baring required where shown.. SEQ.: K3 2 2 6 8 8 2 4.No bed should be applied to any component until alter all bracing and 4.Installation o1 truss Is the responsibility of the respective contractor. faM.n.rs are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina non.corroelve environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTNa has n0 control over and assumes no responsibility for the 6.Design assumes NI bearing at as supports shown.Shim or wedge If EXPIRES: 12/31/2017 mmrsfabrication,handling,shipment and indsbtion of oomponenh. 7.Design ssumes adequate drainage is provided. May 23,2017 8.This design is lumished.ubJed la the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center linea. 9.Diggs indicate airs of plate in inches. MiTek USA,Ino./CornpuTrus Software 7.6.8(1L)-E t0.For beak:connector plate design values see ESR-131/.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 25-03-09 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RUDE i11&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-162) 209 4-5=(-273) 879 1-9=1 -139) 65 2-6=(-1835) 935 BC: 2x8 KDDF N1&BTR 2-3=(-162) 209 5-6=(-273) 879 4-2=(-1835) 436 6-3=( -139) 65 WEBS: 2x9 KDDF 616BTR; LOADING 5-2=) -423) 2980 2x9 KDDF STAND A; LL = 25 PSF Ground Snow (Pg) 2x9 RIDE STUD B TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ ARG REQUIRED BRG AREA BC UNIF LL( 290.9)+DL( 252.7)= 543.6 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC LATERAL SUPPORT <= 12"OC. DON. 0'- 0.0" -592/ 2966V -290/ 290H 5.50" 9.75 RIDE ( 625) BC LATERAL SUPPORT <= 12"OC. DON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 8.0" -592/ 2966V 0/ OH 5.50" 9.75 KDDF ( 625) LIVE LOAD AT LOCATION(S).SPECIFIED BY IBC 2015. Single member as shown. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. Hangers attached to the bottom chord will have 1.5" max. nail penetration. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.090" @ 4'- 10.0" Allowed = 0.938" ** For hanger specs. - See approved p allpyS,, MAX TL DEFL = -0.073" @ 4'- 10.0" Allowed = 0.583" 9-10 4-10 SEASONED LUMBER IN DRY SERVICE CONDITIONS I T pr MAX HORIZ. LL DEFL = -0.003" @ 9'- 4.5" M-1.5x3 M-5x8 M-1.5x3 MAX HORIZ. TL DEFL = 0.005" @ 9'- 4.5" 1 2 3 -/ _ _ Design conforms to main windforce-resisting 0 1 _ Q system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. t-II 4T T�, A B A \�� +E o, 0 0 co co 1 t1\1 r ` 1iI r ` I A 4 ** 5 ** 6 M-7x12 M-4x12 M-7x12 l 4-10 y 4-10 1 ,�� Fe y 9-08 1 �` 5j �.� �NE c0414 �9 ¢` 89200P E r JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - NGIRD --e �.: Scale: 0.3325 40 WARNINGS: GENERAL NOTES, unless othervAse noted: OREGON 1.Builder and erection contrador should be advised of all General Notes 1.This design 5 based only upon Me parameters shown and is for an individual �/ 1VJlll1 RL.�7 VV I VV Truss: NGIRD and Wbminge before construction commences. building component.Applicability of design parameters and proper L* ©� 1Ah 2.zea oomprewen web bredng mud be installed where shown.. incorporation or component Is the responsibility Orme building designer. + J+` 14 ce. 3.Additional emporary bracing to Insure stability during construction 2 Design assumes the roll and bosom chords to be laterally braced at b me responsibility of the erector.Additional permanent bracing of 2 o e.and al ea o.o.respectively a ply unless braced throughout r dryeir fanglh by .R R M LL continuous sheathing such as plywood el Were s one•drywel(BC). (C., DATE: 5/22/2017 the overall stn,enae is the reaponstmny of building designer. 3.za loped bridging or lateral bracing required where snows., SEQ. : K 3 2 2 6 8 8 3 4.No load should be applied to any component until eller en bracing and 4.oele ln..�m�eini.stthhe responsibility to a the respective contractor.nem, fasteners era complete and at no time should any loads greater man Desand gra assumes a condition.'re use. TRANS I D: LINK &sign true be applied m any component. epone 8Y 6.Design assumes full bearing et all support shown.Shim or wedge If EXPIRES: 1213112017 5.Com Trus Ms no control over and assumes no reIbll for the /�1� fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. IIAa 23,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center May y L L 1 TPITWTCA In BCSI,copies of which eAl be furnished upon request. lines coindde with joint center lines. 9.Digits indicate she of plate in bwhes. MITek USA,Inc.ICompuTrus Software 7.6.8(10-E 18.For beak connector plate design values see E518-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 OND. 3; 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF M14BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND; Design conforms to main windforce—resisting 2x9 KDDF it160TR A LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=23.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. SON. TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x9 or equal at non—structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designedfor wind loads in the plane e of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR TOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 6-04-07 5-08-09 T T T 12 9.00 M-1.5x3 4 M-3x6 llil I 611 3 u3 O ,4 A ir1 0 I en 2 AIlIhk&-1 o 1 M-155x3 M— x6 M-3x4 y l y0PR OPc 6-02-11 5-10-05 GINS 89200PE JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - PlAFW ,., . Scale: 0.28370 : ,'"� WARNINGS: GENERAL NOTES, unless of the parameters w4, 4,OREGON A41 1.Builder and erection contractor should be commences. advised of all General Nates 1.This deeds h based only upon the parameters shown and Is for an individual ): OREGON C1Z V'V *_ r(/ Truss: P 1AFW and Warnings before construction on nommenas. bulldhg component.Applicability of design parameter and proper t" 2.2s4 compraWon web bracing must be installed vawre shown+ Incorporation of component N the rosponNbgly of the building designer. <0 Al }+" 142-O �""�+- 3.Additional temporary bracing h Insure stability during construction 2.Design assumes the top and bottom chorda to be lateroly bracod at �✓ Is the responsibility of the erector.Additional permanent braGng of 2 o continuous ant et ea10'o a rs ch as ply unties brottd(TC)a d/their length).by 1 LN- DATE: 5/2 2/2 017 the overall structure is the responsibility otitis building designer, 2impactsheathing or lteh as plywood re air d where shownor drywap(BC). 3.In impact oftetrgor he ralprodnBity of to whereMown+a SEQ.: K3226884 4.Nobadshould beapp ntovino componentshould uny after all erodnhand 5.5.490iasomnasisthe re to b usyoftherapedvecoenactor. fasteners aro complete and at no tints should any loads greater than 5.Dealgn assumes trusses are to ba used In a noncorrosive environment, TRANS ID: LINK design toads be applied to any component. and are for"dry condition.ofuse. 5.GompuTnn has no control over and assumes no responsibility for the 6.DePog assumes full bearing at al supports shown.Shim or wedge C EXPIRES:. /y Jay 20 fabrication,handling.shipment and lnstalation of components. 7.Design ssames adequate drainage la provided. May 23,2017 F1.lLllL 6.This design la furnished sated to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center TPUWrCA in SCSI,copies of which win be furnished upon request. lines coindde with Joint center Thea. 9.Dips indicete sial of piste In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values sea ESR-1371.ESR-198e(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" [COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #LL1&BTR LOAD DURATION INCREASE = 1.15 ICGND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF n10BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND; 2x9 KDDF #1SBTR A LOADING system conforms to main windforce-resisting system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=29.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, NOTE: 2x9 BRACING AT 29"OC UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1.5x4 orequal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous on AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. vertical members (ton). 2-10-03 6-07-10 11-05-03 T T T T 2-08-03 6-11-11 5-05-13 5-09-05 T 1 T T T 12 12 9.00 7 N9.00 M-4x6 M-7x8 2 M-3x9' '011 M-3x6 0 1 i /little �111 0 I a) M-7x8 i -e•, J�id roi 6 M-gx10 0.25"e M-1x6 10 HM-4x4 M-3x5 -- M-5x6(S) ry� //�� y 2-06-07 y 7-04-15 y 5-05-13 y 5-05-13 y � 20-11cj.< `S`` G%N 's. -/0 89200 "E JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - P1BFW Scale: 0.2070 a 9116 WARNINGS: GENERAL NOTES, unless otherwise noted •7 ". OREGON fa I.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and h for en Individual OREGON V t ^`{7 Truss: P 1 B FW and Warnings before construction commencos. bullaing component.Appficabiley of design parameters and proper 44 2.244 compression web bracing mast be Installed where shown+. Incorporation or component I.me responsibility Orme building designer. /0 "'CI}+" 14 2= .. 3.Additional temporary bracing to insure stability during construction 2 Design assumes me top en bottom asschobe to be letenity braced at ,,s� la the resporelbllty of the erector.Additional permanent bracing of 7 o.c and et se o c.reach C.ply unlet braced throughout their length by 41�J f �\-'e DATE: 5/22/2017 me overall structure h the responsibility of the building designer. I continuous bridging or lateralbptywg requid red where shown voryweN(BC). L. R Impact g th or Medea bracing required where iaawn++ SEQ.: K3 2 2 6 8 8 5 4.No load should be applied to any component until after all bracing and 4.Designtion of tons h the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. assumes trusses are to be used In a non-corrosive environment TRANS I D: LINK design loads be applied to any component. andoesDeaiggre for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6. runtimes full bearing at al supports show,Shim or wedge if EXPIRES: 12/31/2017 necessary. fabrication,handling.shipment and installation of components. 7.Design atesshsameladedon othfacesage oprovided. trues, May 23,2017 8.This design is Nmiehed smiled to the limitations set font by 8.Plates shell be located on both laces of irau,and phisd a their center TP WIFCA In SCSI,copies of which will be furnished upon request. fines coincide with Joint center linea. 9.Digits indicate alae of plate in inches. MITek LISA,Inc./CompuTrus Software 7.6.8)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(Mliek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 ROOF 41613TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. LORD. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 ROOF STAND Design conforms to main windforce—resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=20.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dix), M-1.5x4 orequal at non-structural LL = 25 PSF Ground Snow P load duration )farerex o, q on ( gl End vertical(s) are exposed to wind, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires Continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 3-06 T T 12 9.00 177 M-1.5x3 Alli N 2 2 c � � 4 M-3x4 M-1.5x3 y 1 y 1-00 3-06 � , PR OPFss ` 89200PE r JOB NAME : ENGLISH REVIVAL ERT 5 PLEX — P1CFW . Scale: 0.6342Ile WARNINGS: GENERAL NOTES. unless otherwise noted OREGON 1'�! 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual ,// OREGON V `(+( Truss: P 1 C FW and Warnings before construction commences. building componentApplicability of design parameters and proper V !�j p�� 2.284 compression web bracing must be Installed where shown+. incorporation of component la the responsibility piths building designer. !�,/"k -7�` {AI,1 "'!`^ 3.Additional temporary bracing to Insure stability during construction 41E2 Design assumes the top end bottom chorda to be laterally braced at �/ 1"Y Is the responsibility of the eredor.Additional permanent bracing of 2 o.c.and al l P sheo.cathing respectively as py unless braced(TC)anthroughout their length by `A.'1-N DATE: 5/22/2017 the overall structure la the re aibp of building de/Abner. 25 loped Mging en latent bpdng relywnod quired where shown++ e/Jl aP°n tty° g g 3.25 loped bridging or lateral bredng where Mown SEQ.: K3 2 2 6 8 8 6 4.No load Mould be applied to any component until ager est bredng and 4.Installation of truss b the responsibility of the respective contractor.ctor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-canoarve environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"muse. 5.CompuTnn has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports Mown.Shim or wedge If EXPIRES: 12/31/9017 2/31./90 A'7 fabrication,handling,shipment and Installation of components. necewary. L/l!-I RLt3 C J 1 LI 1 7.Designashall been adequateonboth face is provided. placed May 23,2017 6.This design Is furnished subject to the limitations set farm by 6,Plates shell be boated on both feces of Irusa,and sed so their center TPINvICA b SCSI,copies of which v41 be furnished upon request. lines coincide with Joint canter linea. MiTek USA,Inc./Com uTfUt Software 7.6.8 1 L 5.Digits indicate size of plate In Inches. P ( 10.For basic connector plate design values see ESR-1011,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IIS TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -7) 30 2- 9=(-23) 297 9- 3=(0) 143 BC: 2x4 KDDF #168TR SPACED 24.0" O,C. 2- 3=(-436) 96 9-10=(-27) 287 6-10=(0) 143 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 10- 7=(-23) 297 LOADING 3- 6=(-287) 95 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-436) 96 TOTAL LOAD = 45.0 PSF 7- 8=( -7) 30 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -60/ 418V -37/ 37H 5.50" 0.67 KDDF ( 625) OVERHANGS: 8.0" 8.0" B'- 2.0" -60/ 418V 0/ OH 5.50" 0.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I_OND. 2: Design checked for net(-70 F (- psf) uplift at 24 c spacing. ) considered for this design. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-07-11 2-10-10 2-07-11 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" I 1 I I MAX TL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.089" 2-09-11 0-06 2-10-10 0-06 2-09-11 MAX LL DEFL = -0.013" @ 5'- 10.0" Allowed = 0.362" 1 f f o' . f MAX TL DEFL = -0.016" @ 5'- 10.0" Allowed = 0.483" MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" MAX TL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.089" 2-04 / / 2-04 / SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 I 1 12 12 MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.5" MAX NORIZ. TL DEFL = 0.003" @ 7'- 8.5" 9.00 27 "'9.00 Design conforms to mainindforce-resisting system and componentsand cladding criteria. M-4x64 5 M-4x6 Wind: 190 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads �O "iifr,áIIIIIIII, OR le- sins 4-05-11 CONNECTION TO BASE TRUSS 0 1 m IN o I �� 9 10 �� I 0 0 M-3x4 M-3x5 M-3x5 M-3x4 l l l 2-07-15 4-02-03 2-07-15 ll ll 0-02-03 8-02 0-02-03 „.<(,. - 6,,s,PRO47. :92200PE JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - P2CAP Scale: 0.5231 lej111111111 ° 111. CC WARNINGS: GENERAL NOTES, uNessothervasenoled' "Ss OREGON <C/ 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shorn and Is for an Individual Truss: P2CAP and Warnings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing mud be kneeled where.haven.. incorporation of component is the responsibility of the building designer. /6 A1 1/I't 22-C) ... 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at V ! Is the responsibility of the erector.Additional permanent bracing of T o c and al l O c.c reepediveN unless braved throughout their length by lis;,, �`1✓ continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). M� DATE: 5/22/2017 the overall structure la the responsively of the building designer, 3,Du Impact bntlgi g or lateral bracing regWred Mere shown.+ SEQ.: K3 2 2 6 8 8 7 4.No mad should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respedle contractor. fasteners era complete and at no time should any loads grader than 5.Design assumes trusses are to be used ins nontormdve environment, design mads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.Compar ue has no control over and assumes no responsibility for the S.Design assumes Nil beadng at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 tabrketmn,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May��'�O.t� 8.This design a furnishedV I furnished subject to the limitations set forth by 8.Pates shall be located on both faces of truss,and placed so their center I y I TPINVTCA In SCSI,copies of which w11 be furnished upon request. lines coincide with join)center lines. 9.Digits Indicate size of pats In inches. MiTek USA,Ina/CompuTrus Software 7.6.8(1L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by Pacific Lumber and Truss–BC LUMBER SPECIFICATIONS TRUSS SPAN 37'– 0.0" ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 DF 2400F LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND Design conforms to main n windforce–resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=25ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.0, MFRS(Dir), load duration factor=l.6, NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED in the plane of the truss only. ---- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. M-1.5x9 or equal at non–structural BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP vertical members (uon), AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. 15-04-11 6-02-10 15-04-11 1 1' 4 1 7-11-04 7-03-07 6-06-11 7-03-07 7-11-04 I 1 T 1 T T 12 12 9.00 M-4x6 M-6x6 Q 9.00 4 p 7 M18HS-5x16(S) (5) 0.25NM18HS5X16 . 5" 6 v,. +8 +: +8 'vac .+ +. 2 ,Z 1 — 9 10 11 12 o M-1.5x3 M-3x8 M-3x6 M-1.5x3 0 M-4x6 M-3x5(S) M-4x6 y 1 , 1 ). o 1 7-09-08 7-03-07 y 6-11-15 7-01-11 7-09-08 y �C c0 PROpFs l l 17-00 20-00 SCP G1 NEAR cS'<01";,.. 1-00 37-00 rt.., 89200PE �r'' JOB NAME : ENGLISH REVIVAL ERT 5 PLEX — P2FW Scale: 0.2037VIP WARNINGS: GENERAL NOTES, umessothervdwnoted OREGON t' ti 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 7 r_OREGON V d L ', Truss: P2FW and Warnings before con wdlon commences building wmpanen.A licabll of design tere and '+,, �O i Incorporation 1 pp herpara me proper �} "'r 2.244 compression web bracing must be Installed where shown a Incorporation of component is the responsibility of me building designer. <) '7 Y 1 4 3.Additional temporary bracing to incurs stability during consmctlon 2.Design assumes the top and bottom chortle to be IaterolN brottd al V 1 {'h. Is the responsibility of Me erector.Additional permanent bracing of T o e.and et 10 o.G respectively unless braced throughout their length by ,.41 .' 1 . e DATE: 5/22/2017 the overall dhotis,Is ructPie responsibility of building de continuous sheathing such as plywood sheathllg(TC)and/or drywau(BC). t= Ity o signer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: K3 2 2 6 8 8 8 4.No load should be applied to any component until alter all bracing and 4.Inatallatbn of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D. LINK Oslo loads be applied to any component, end we for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes OP bearing at NI supporta shown.Shim or wedge if EXPIRES: 12/31/2017 fabrketian,handling,shipment end Installation of components. ry. ..II B. designThisIsfumishedw ed to the limitations set forth7.Detesshallbign esatledoneothlfacenageso truss ded. May Z3,ZO 17 W by B.Plescsnailha4th(nin canter faces of those,entl plaudwtheir center TPIMlfCA M SCSI,copies of which MI be furnished upon request. lines coincide wite th Joint comn Inches. MiTek USA,Inc./Com uTrus Software 7.6.61E E 9.Digits/sin connector Nate design ign val P ( � 1 g.For baste connector plate values see ESR-1311.ESR-1558(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-08-00 FROM 26-00-00 TO 37-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-316) 3396 12- 3=( 0) 238 9-17=(-136) 1410 BC: 2x6 KDDF #16BTR 2- 3=(-4446) 554 12-13=(-318) 3392 3-13=( -380) 186 WEBS: 2x4 RODE STAND LOADING 3- 4=(-4024) 620 13-14=(-238) 3126 13- 4=( -82) 242 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3850) 676 14-15=(-312) 3638 4-14=( -472) 278 TC LATERAL SUPPORT G= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-3054) 550 15-16=(-554) 4878 5-14=( -362) 2142 BC LATERAL SUPPORT 5= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-4088) 740 16-17=(-778) 5774 14- 6=(-1514) 342 BC UNIF LL( 95.8)+DL( 96.7)= 192.5 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-5124) 910 17-10=(-780) 5790 6-15=( -232) 1266 OVERHANGS: 12.0" 12.0" 8- 9=(-6318) 1050 15- 7=( -500) 2898 ADDL: BC CONC LL+DL= 2966.0 LBS @ 25'- 4.5" 9-10=(-7522) 1152 15- 8=(-3550) 760 fir' ( 2 ) complete trusses required. 10-11=( 0) 70 8-16=( -722) 3866 Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-1144) 270 nails staggered: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 9" oc in 1 row(s) throughout 2x4 top chords, XX THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9" oc in 2 row(s) throughout 2x6 bottom chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 1 row(s) throughout 2x9 webs. 0'- 0.0" -407/ 3115V -276/ 276H 5.50" 4.98 KDDF ( 625) 37'- 0.0" -857/ 5477V 0/ OH 5.50" 8.76 KDDF ( 625) IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.094" @ 25'- 6.2" Allowed = 1.804" MAX TL DEFL = -0.221" @ 25'- 6.2" Allowed = 2.406" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.023" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.062" @ 36'- 6.5" 13-09 9-06 13-09 ..(( Design conforms to main windforce-resisting 6-02-02 5-07-02 1-11-12 4-09 4-09 1 11-12 5-07-02 6-02-02 system and components and cladding criteria. T T T ' 1' 4' T T ' Wind: 140 mph, h=24.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 M-3x4 M-5x6 load duration factor=l.6, 9.00 7 5 6 7 Q9.00 Truss designed for wind loads M-3x9 M-4x6 in the plane of the truss only. 9 .� M-3x4 +. +' M-3x4 3 + 0 0 e.IN ._ _ . .-t 1,0"' 12 13 1 �5 ' 16 17 \1� 10 I ^M-3x5 M-1.5x3 M-3x4 U.25" 0.25 M-1"5x3 M-3x8 I 0 0 p M-7x8(5) t O Roe M-6x8 r G M-7x8(S) 1 y J. l y l l 72966# y y �� tkGINes. -/ 1 00 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 1-00 „ +��y /gyp 92OO E r JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - P2GIRD / Scale: 0.1542 N �� . SP WARNINGS: Gm:oaaNOTES, unlessotherwiaanoted '9L OREGON ,rf,. 1.Builder and action contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an individual fl \.7411 `(,f Truss: P2GIRD and Warnings before construction commence. building component.Applicability of design parameters and proper . 4 N � 2.204 compression web bracing must be Instated where shown+. Incorporation of component is the responaibAAy of the building designer. /t 7).` {A iJ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom cholla to be laterally braced et '4l 1"Y � Is the responsibility of the erector.Additional permanent bracing of continuous on r: end et 7 a hio.n.such as plyplywood unless eagdbracethroughout mak lengthbyB g ' �_I r DATE: 5/22/2017 Be overall absolute is the responsibility of to building designer, 3.24 Impart bridging orWend such bracing required where shown A eryw.A(BC). (y SEQ.: K3 2 2 6 8 8 9 4.No bad should be applied to cry component until ager all bracing and 4.Installation of truss Is the responsibility of the respective centredo, fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nentanoeive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for Me 8.Design assumes full bearing at al supports shown.Shim or wedge B EXPIRES: 12/31/2017 fabrication,handling,ehlpment and Installation of components. ry �at 7.DeKatesgn uumeRoteduonao4005 eftrused.n May 23,GO 17 8.This design is furnished subject to the limitations set forth by B.Kates shall be Rooted on both!ecce of truss,and plead so their comer TPIMTCA In 5151.copes of which eat be fumished upon request. Ines coincide 04th dint center Has. MiTek USA,Inc./CompuTrus Software 7.6.8(11)-E to For Mots indicateectoe of plate inches.values plateinn values sea ESR-7371.ESR-191313(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-08-00 FROM 26-00-00 TO 37-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-316) 3396 12- 3=( 0) 238 9-17=(-136) 1410 BC: 2x6 KDDF #1&BTR 2- 3=(-4446) 554 12-13=(-318) 3392 3-13=( -380) 186 WEBS: 2x4 RODE STAND LOADING 3- 4=(-4024) 620 13-14=(-238) 3126 13- 4=( -82) 242 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3850) 676 14-15=(-312) 3638 4-14=( -472) 278 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-3054) 550 15-16=(-554) 4878 5-14=( -362) 2142 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-4088) 740 16-17=(-778) 5774 14- 6=(-1514) 342 BC UNIF LL( 95.8)+DL( 96.7)= 192.5 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=1-5124) 910 17-10=(-780) 5790 6-15=( -232) 1266 OVERHANGS: 12.0" 12.0" 8- 9=(-6318) 1050 15- 7=( -500) 2898 ADDL: BC CONC LL+DL= 2966.0 LBS @ 25'- 4.5" 9-10=(-7522) 1152 15- 8=(-3550) 760 fir- ( 2 ) complete trusses required. 10-11=( 0) 70 8-16=( -722) 3866 Attach 2 ply with 3"0.131 DIA GUN BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-1144) 270 Staggered: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. nails9" oc in 1 row(s) throughout 2x4 top chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9" oc in 2 row(s) throughout 2x6 bottom chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 1 row(s) throughout 2x9 webs. 0'- 0.0" -407/ 3115V -276/ 276H 5.50" 4.98 KDDF ( 625) 37'- 0.0" -857/ 5477V 0/ OH 5.50" 8.76 KDDF ( 625) OND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=1./240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.094" @ 25'- 6.2" Allowed = 1.804" MAX TL DEFL = -0.221" @ 25'- 6.2" Allowed = 2.406" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.023" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.062" @ 36'- 6.5" 13-09 9-06 13-09 'l' f ' '1 Design conforms to main windforce-resisting 6-02-02 5-07-02 1-11-12 4-09 4-09 1-11-12 5-07-02 6-02-02 system and components and cladding criteria. T 1' ' 1' 1 ' ' ' '1 Wind: 140 mph, h=24.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 M-3x4 M-5x6 9.00 17 5 6 7 79.00 load duration factor=1.6, Truss designed for wind loads M-3x4 M-4x6 in the plane of the truss only. 4 M-3x4 \+1 I+ +I M-3x4 3 + 1 0 0 ti 1 12 13 1 �5 ' 16 17 1: 10 I ^M-3x5 M-1.5x3 M-3x4 0.25" 0.25 M-1.5x3 M-3x8 0l ry 0 M-7x8(S) ,ck�U PRO/ y 6-00-06 y 5-05-06 )2-05 y 9-02-08 M-7x�ZS)05 29665-05-06 y 6-00-06 y S9 ''� G GINE s/1 1-00 -57 37-00 1-00 89200PE r JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - P3GIRD . .•..--- Scale: 0.15421. 41.. WARNINGS: GENERALNOTES, unopen theparaated 'SQL A_ORA 1^�/"1A.I �ja, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon parameters shown and Is for en Individual )/ -"7 OREGON y) _'(/ Truss: P3GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper AlY+ 2.204 compression web bredng must be Metalled where shown+ Incorporation at component M the responsibility of me building designer. �/1. "7�` 1 A jO to +._ 3.Additional temporary bracing to Insure stability during construction 2 Design sesames the lop and bottom chords to be laterally braced at 'C�.J/ 1 Y by Is the responsibility at the erector.Additional permanent bracing of 2ntirc.end at sheathing respectively cc ply unlessbracedthroughoutMalylength). ' �� DATE: 5/22/2017 the overall structure is the responsibility or the buildingdesigner. continuous urging a,latmessebg re plywood uirshee wheeC)andlor drywaA(BC). B 3.2a impact bridging or lateral brodng required where mown.+ SEQ. : K3 2 2 6 8 9 0 4.No Mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes truexa are to be used in a non-corrosive environment. TRANS ID• LINK design lads be applied to any component. and ens rer"dry cenditien'class. 6 5.CompuIrue has no control over and assumes no responsibility for the Desigaaeonr full bearing at all supports Mown.Shim or sedge If EXPI REQ 12/31/7017 fabrication,handling.shipment end installation oltomponents. memry. q .t 7.Design assumes adequate both is provided. May 2J,20 17 B.This design M furnished stated to the limitations set forth by B.Platen man be Ionated on both laces of wee,and placed so mein center TPINJICA In BM,copies of witch v48 be furnished upon request. lines coindde with Mint center lines. 9.Digits indicate elm opplate iIninches. MiTek USA,Inc./CompuTrus Software 7.6.8(110}E 10. Per beds cennecte,fpincvalues see ESR-7377.ESR-1988(MiTek) This design prepared from computer input by li Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 1- 2=( -21) 18 8- 9=(-406) 390 8- 2=(-1247) 361 6-11=(0) 273 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=( -907) 284 9-10=( -97) 630 2- 9=( -297) 1099 WEBS: 2x9 KDDF STAND; 3- 9=( -304) 253 10-11=(-169) 1095 3- 9=( -91) 130 2x4 DF STAND A; LOADING 4- 5=( -675) 307 11- 7=(-167) 1047 9- 4=( -771) 290 2x4 KDDF 016BTR B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -990) 323 4-10=( -97) 398 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1976) 275 10- 5=( -68) 255 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PIF 10- 6=( -503) 294 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ++ For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -176/ 1148V -386/ 212H 5.50" 1.84 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 25'- 3.2" -178/ 1194V 0/ OH 5.50" 1.83 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.I 0-05-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.034" @ 11'- 7.5" Allowed = 1.218" 2-03-04 9-06 13-06 MAX TL DEFL = -0.058" @ 11'- 7.5" Allowed = 1.624" ,r ,r ,r f SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-09-12 4-09 4-09 6-06-09 6-11-07 MAX HORIZ. LL DEFL = -0.014" @ 24'- 9.8" 4' 1' '1' 1' 1' 1' MAX HORIZ. TL DEFL = 0.029" @ 24'- 9.8" 12 12 9.00 127 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-5x6 M-3x4 M-5x6 3 4 5 Wind: 190 mph, h=25.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, Ai1171 cep (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ea M-3x9 load duration factor=l.6, 2 End vertical(s) are exposed to wind, d or ind 1 y,, Tin russ thedplaneeoffthewtrussoonly M-3x4 9} 1 B ti rniI ocr �a /- & Te'e ° h� J° 8 + 910 11 •+7 O M-1.5x3 0.25" M-1.5x3 M-3x4 0 M-3x8 •M-5x8(5) sy CI y y y l ''� .2-05 9-02-08 6-10-01 6-09-11 GIE$. `j0y y $ 25-03-04 ",� 11 . 89200PE 5' JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - P4 �. Scale: 0.2316 • . WARNINGS: GENERAL NOTES, unlessothervdse noted: OREGON 1.Budder end erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters mown and k for an Individual P' flit C1L.77 V b .�`�(( Truss: P 4 and Warnings before construction commences. building component.Applicability of design perametere and proper L'' , A 2.2x4 compression web bracing moat be Instated where shown*. incorporation of camponent is the responsibility of Me building designer. </'^5. 1 3' 1 A 2St\ �'�" 3.Addttlonal temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords is be laterally brecad al S/ 1 H' Is the reeponsiblty or the erector.AddAonal permmerd bracing of 2 e.c,and at 70'o c.respectively unless braced throughout their length by ,..4fe'I 1 7 I L1�- �.. DATE: 5/22/2017 me overall structure lathe responsibility ofitre building designer. continuous sheathing such as plywood required sheathing(TC)and*drywng(BC). Bron tty g ill 3.Di Impact bridging or lateral bhang where shown+ SEQ.: K 3 2 2 6 8 91 4.No load should be applied to any oomponent until ager all bradng and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no hire should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry coronion of use. B.E epuTrus hes no control over and assumes no responsibility for the S.Deign sae NB bearing at all supports Mown.Shim or wedge 11 EXPIRES: I I�CLe... •1 2/ry /20 7. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 23,20C/1l l7-IRL43 I FJ>]• Lll IL This design Ice furnished',Wed to tire limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPbWFCA In SCSI.copies of which will be furnished upon request. line coindde with)olnt center line. MiTek US Inc./Com uTrus Software 7.6.8 IL 9.Digits Indicate Me of pleb In inches. A, P ( 10.For basic connector plate design values we ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) TC: 2x9 (DIN' R1&BTR LOAD DURATION INCREASE = 1.15 ICOND. Sr 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF R15BTR SPACED 24.0" O.C. WEBS: 209 KDDF STAND Design conforms to main windforce—resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=25.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, M-1.5x9 or equal at non—structural LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads vertical members (uon). in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 13-09 9-06 13-09 T T T T 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 T T T T T 4 T 12 12 9.00 M-5x6 M-3x4 M-5x6 Q 9.00 4 5 IIF M-3x6 M-3x6 / •+ f +. oz o rl 1o 0 M -1.5x3 00.25" 0.25"11 M-11.5x3 0 M-4x6 M-5x8(S) M-5x8(S) "-4x6 b l y l 1 (a, � R 0��, 7-00-11 6-10-01 9-02-08 6-10-01 `b = G1N4'. V/ 1-00 37-00 ' ' 17 8920OPE_ r'' JOB NAME : ENGLISH REVIVAL ERT 5 PLEX — P5FW , ' /04.10'' • Scale: 0.2323 <AP„• • WARNINGS: GENERAL NOTES, unless omerwta noted -7 OREGON �/a i Builder and erection contractor should be advised of al General Notes I.This design is based only upon the parameters shown and Is for an individual OREGON W I4 "V Truss: P5FW end Warnings before construction commences. building component Applicability of design parameters and proper 2 244 compraMon web bracing must be installed where shown+, incorporation of component lathe responsibility of the building designer. /;,:,,, 14 �1 O� "'�+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and respectively chords m be laterally braced et V Is the responsibility of the erector.AddAmnel permanent bracing of 7 continuous end al ea hino.cmuch as ply unless sheathing(TC) (TC)and/or their length by r�A.0-14- DATE: continuous rigor later as ecIng re tired where s o n e drywatl(BC). (R 5/22/2017 the overall structure is the responsibility of the building designer. 3.2t Impact bridging or bteral bredng required wfiere shown+4 SEQ.: 3 2 2 6 8 9 2 4.No load should be applied to any component until ager et bracing and 4.Installation of buss is the respontbity of the respective contractor. fasteners are compete and at no line should any loads greeter than 5.Getgn amines trusses are to be used Ina non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for dry oondgon”of ue.. 6. 5.ComPurma has no control over and assumes no responsibility for to Design assumes 1d beating at all supporta shown.Shim or wedge if EXPIRES`. 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 23,2017 8.This design is furnished subject to the limitations at forth by 8.Plates shall be mated on both faces of truss,and placed so their center TPI/WICA in SCSI,copies of which MO be furnished upon request. lines coincide with joint center lines. .Diglts indicate size of plate in Inches. MITek USA,Inc./Com uTrus Software 7.6.6(1L)E 10. For sic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF J{16BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-555) 709 6-3=(0) 177 BC: 2x9 KDDF #165TR SPACED 29.0" O.C. 2-3=(-562) 300 6-9=(-555) 709 WEBS: 2x9 KDDF STAND 3-9=1-562) 300 LOADING 9-5=( -7) 30 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP TOTAL LOAD = 95.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0". LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -135/ 991V -1225/ 1225H 5.50" 0.79 KDDF ( 625) M-1.5x4 or equal at non-structural 8'- 2.0" -135/ 491V -1225/ 1225H 5.50" 0.79 KDDF ( 625) Vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" MAX TL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.089" MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" 9-01 9-01 MAX TL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.089" 4 '1 1' MAX TC PANEL LL DEFL = 0.019^ @ 5'- 9.1" Allowed = 0.295" 9-09 9-09 MAX TC PANEL TL DEFL = 0.059" @ 5'- 9.2" Allowed = 0.493" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL = 0.006" @ 0'- 5.5" 9.00 1)M-9x9 Q 9.00 MAX BORIZ. TL DEFL = -0.006" @ 0'- 5.5" 73 4.0" 'COND. 3: 150.00 PLF SEISMIC LOAD. j Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. G-ATTACH 1/2"X 8.5"x 20"CDX PLYWOOD GUSSETS TO EACH FACE WITH 10d NAILS STAGGERED AND M-3x9CLINCHED AT 2"oc NET THROUGHOUT. o M-3x4 2 A' ll 1A6..141\11111116: 9 o A-ATTACH 2x4 X 4'-0"DF N0.1&BTR ADD-ON TO ONE FACE WITH 16d NAILS STAGGERED AT 3"oc THROUGHOUT. ,, jr_ 1 �� _ �' Ig a CENTER ADD-ON AT TRUSS AND CAP INTERFACE. o ** G .. .. ,* .+ M-1.5x3 1 y l 4-09 9-09 y l y J• 2-01-10 8-02 2-01-07 \NV PROpk:o „< �GyNE�'4‘..,CI 11 89200PE r' JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - P5FWCAP _,'' Scale: 0.5106 iNasw WARNINGS: GENERAL NOTES, Mess otherwise noted OREGON /"1K 1 f 1.Builder and erection contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and Is for an IndNidual 1111 Cll^4.✓1 V A "'V Truss: P5FWCAP and Warnings before construction commences. building component.Applicability of design parameters and proper �} �oA Vs 2.2a4 compression web bracing moat be installed where Mown 0. incorporation of component Is the responsibility of the bulking designer. '0 "7 r t 4 3.AddRlenal temporary bracing to insure atabtify dunng construction 2.Denten assumes the top and bottom dross to be leterelly breoatl at 'L.l (.., 7 Is the responsibility of the erector,Additional permanent bracing of 2'o c and et id on,respectively unless braced throughout their length by1 PRI�� DATE: 5/23/2017 the overall stmcture Is the responsibility of the building designer. 3.2:Impact bricontinuous dging Thing such as plywood required sheathing(TC)and/or tlryweI)8C). ,(� ag ng ar such bracing required where mown SEQ. : K3 2 2 6 8 9 3 4.No bad should be applied to any component until after all bredng and 4.Instatatlen of truss h the responsibility of the respective contractor. fasteners are compete and al no time should any bads greater than 5.Design assumes trusses are to be used in a non-oormeive environment, TRANS ID: LINK deagnloads beapplied to any component. and.rsk tlryoonawon^ofm.e. 5.CompuTrus has no control over antl assumes no responsibility for the e.De egarywmee full bearing at ant wppons shown.Shim or wedge If EXPIRES. V f1'17 CCs+ 12/31/2017 f1/ 1/A fi '7. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided, May 23,2017 RGLI IGl L:W 6.This design b famished subled to the limitations set forth by 5.Plates shall be boated on both faces of truss,and placed so their center L TPUWI'CA in SCSI,copes of which will be furnished upon request. lines coincbe with Joint center Ines. MiTek USA,Inc./Com Trus Software 7.6.8 dL Z 9.Diggs ab sente esinsr of pled in Inches.values( E 1.Forbeakconnsc.fptedesinvalues see ESR-1311,E5R-1988(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KENDE 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2-10=(-270) 1803 10- 3=( 0) 279 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2317) 902 10-11=(-271) 1802 3-11=(-513) 239 WEBS: 204 KDDF STAND 3- 4=(-1821) 439 11-12=(-235) 1948 9-11=(-136) 706 LOADING 4- 5=(-1326) 418 12-13=(-271) 1711 11- 5=(-262) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 5- 6=(-1326) 418 13- 8=(-270) 1712 5-12=(-261) 112 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1821) 439 12- 6=(-136) 706 TOTAL LOAD = 45.0 PSF 7- 8=(-2317) 402 12- 7=1-514) 239 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 71 7-13=( 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -259/ 1785V -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.809" MAX TL DEFL = -0.192" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = -0.002^ @ 38'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003^ @ 38'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 13-09 f f f ' Design conforms to main windforce-resisting 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 system and components and cladding criteria. Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 M-5x6 M-3x4 M-5x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 4 5 6 Q 9.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 -1- ,0 J'I0 4. 9 w - 1 10 11 'f 12 13 op of M-3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 of P RZ) n Opt �V- M-5x8(5) M-5x8(S) r"R V i, y 1. y y 1. �c. �GINE /� 1-00 7-00-11 6-10-01 93020008 6-10-01 7-00-ll 1-00 R '�.7 89200PE JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - P6 � ,/��-� ' Scale: 0.1792 l le tr WARNINGS: GENERAL NOTES, unless otherwise noted: /"\[`S(.T(�/1(�I Jo I.Builder and erection contractor Mould be advised of an General Notes 1,This design is based only upon the parameters shown and B for an individual ,,_OREGON�'1 #_ ='iG/ Truss: P6 and Warnings before construction commences buiknng component.Applicability of design parameters and doper 9` 2.2e4 compassion web bracing must be installed where shown e. incorporation of component Is the responsibility of the building designer. ' 7�' {A �O� -'� 3.Addkmnal temporary bracing m Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced et I"'1' Is the responsibility of the erector.Additional permanent bracing of 7 o 1 end at 10 o.c.rsuch as sty unless braced gC)an throughout their length by Fille Tl t L'- DATE: 5/22/2017 the overall structure is rbe responsibility of buildingdesigner. 24 Impact a sheathing such as plywood requirediwhere r shown•drywan(Bc). span itY o g 3.2x bridging or lateral bracing where.haven.. SEQ.: K3 2 2 6 8 9 4 4.No mad should be applied to any component until after all bracing and 4.Installation at truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than S.Design assumes trusses are to be used in a nen-corrosive environment, design loads be applied to any component. end are for"dry condition.of use. TRANS I D: LINK 8 Design assumes full bearing at an supports Mown.Shim or wedge if 5.CompuTma has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7,ledge assumes adequate drainage is provided. May A a"23'2O 1-y 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �r I TPIPAyfCA M SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA Inc./Com ulcus Software 7.6,8 1L 9.Digits indicate size of plate in inches. P ( 1 o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x9 KDDF Hl&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=1-17) 195 6-3=(0) 177 BC: 2x9 KDDF R1&BTR SPACED 29.0" O.C. 2-3=(-391) 70 6-9=(-17) 195 WEBS: 2x9 KDDF STAND 3-4=(-341) 70 LOADING 9-5=( -7) 30 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: B.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -57/ 418V -71/ 7111 5.50" 0.67 KDDF ( 625) 8'- 2.0" -57/ 418V 0/ OH 5.50" 0.67 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" MAX TL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.089" MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" 4-01 4-01 MAX TL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.089" f f '1 MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed = 0.295" 9-09 4-09 MAX TC PANEL TL DEFL = 0.059" @ 5'- 9.2" Allowed = 0.443" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.5" 9.00 II M-4x4 Q 9 00 MAX HORIZ. TL DEFL = 0.002" @ 7'- 8.5" 3 4.0" Design conforms to main indforce-resisting �� system and components and cladding criteria. �� Wind: 140 mph, h=20.8ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. TRUSS DESIGNED ASA PIGGYBACK.STRUCTURAL TRUSS IS BELOW.W 2X4 STRIPPING REQUIRED AT 24"0C HERE CONTINUOUS BEARING IS SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. o 1Nil NM o ► 6 ��a i 0 0 M-3x4 M-1.5x3 M-3x4 l . l 4-09 4-09 ll l � � p R O,A��5 0-02--03 8-02 0-02-03 89200PE JOB NAME : ENGLISH REVIVAL ERT 5 PLEX - PCAP . Scale: 0.5106 41010 • WARNINGS: GENERAL NOTES, unless otherwise noted: -r OREGON _.. /a, 1.Bullder and erection contractor should be advised of ell General Notes 1.TIM design h based only upon the parameters shown and is bran Individual A'OREGON�.✓1 VV "V Truss: PCAP and Waminge before construction commences. building component.Applicability of design paremeters and proper A n�� j 2.204 compression web bracing must be installed where Mown+. Incorporation of eompenent is the responsibility of the building designer. r/1 '7 r i 4 '$ 3.Additional temporary bracing to Imre stability during construction 2.Design assumes the top end bottom chords to be latently braced et i.l by Is Me reeponslblAly of the erector.Additional permanent bracing of T o c and at hino.creuch as ply unless braced)TC)throughout their length). lizit RIO-continuous sheathing each 1 b dng reNwood uiredsheatwhere e a w l e drywaA(BC). DATE: 5/22/2017 the overall structure Is the responstbNly of the building designer. 3.2x Impact bridging or lateral bndng required xTere mown++ SEQ. : K 3 2 2 6 8 9 5 4.No load should be applied to any component until after all bradrg and 4.Installation of truss la the responelbillly of the respective contractor. fasteners are complete end al no time should any loads greeter than 5.Design assumes trusses are to be used Ina nonconosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"etme. y Cit ry //� 5.CompuTrus has no control over and assumes no responsibility for the a Design assumes full bearing at all supports Mown Shim or wedge If EXPIRES: /3 /f O Nbrkation,handling,shipment end installation of components. 7.Destgnassumes adequate dreinage is provided. May 23,2017 8.This design is furnished aub)ed b the limitation set forth by 8.Plates shall be located on both faces of boas,and placed so their center y TPIANICA in SCSI,copies of whkh tell be furnished upon request. lines coindde vAlh joint center lines. 9.Digits indioele sloe of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For bask connector plate design values see ESR-1311,ESR-1888(MITek) • Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3j4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenthsDit toscale) Failure to Follow Could Cause Property offsets are indicated. I I ( rawngs no Damage or Personal Injury Ira= Dimensions are in ft-in-sixteenths. li� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See BCSI. --33-2— 2. Truss bracing must be designed by an engineer.For 0'116 N wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ icl p bracing should be considered. O 3. ever exceed the design loading shown and never 1...Air ®� stack materials on inadequately braced trusses. I- O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 a C6-7 C5-6 H designer,erection supervisor,property owner and plates 0- ',d'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 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. 6. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. licable for PLATE SIZE PRODUCT CODE APPROVALS 9. Unless use with firepreservative treatedrretardant, this n is not Porgrgrreen lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �/ bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 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. ■UM MAP reaction section indicates joint MIMMI number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 11110 project engineer before use. 18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. Fre ke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013