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Plans (95) Job Truss Truss Type Qty Ply POLYGON R50657320 PL17-178_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 15:22:22 2017 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsm U O-aPczr5J BAKjaLGAbMcRLAQcGVX2KtZrYBhN FRozDFI? 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 0 F 8 7 3x5 = 3x4= 3x4= 9-8-4 I 0?-11 9-6-12 LOADING (pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid 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 Ina 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(lb)or less except when shown. TOP CHORD 2-3=-688/0,3-4=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. <0�EO PR OFFS ,,- ,..;.7 .,.9,��yC,I NFFR `S/04, 870 2PE r cn / ,nr y �Aj, OREGON V' 1-UN 'PC 'M&ER '\\ �O OSA, H - ° EXPIRES:06/30/2017 May 24,2017 8 t .r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wek 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/T1.11 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 R50657321 PL17-178_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 15:22:22 2017 Page 1 ID:5eV?tdjYilz0X2xysiFD V pzsm UOaPczr5J BAKjaLGAbMcRLAQcGpxOltV OY8hN FRozD FI? 1 0-9-4 1 2-6-0 Scale=1:23.4 1.5x3 II 4x8= 1.5X3 II 3x4= 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 s 0 of o o - e 11 10 9 8k 4x4 = 4x8= 3x8= 3x5= 01118 13-9-4 I 0-1-8 13-7-12 Plate Offsets(X,Y)— (11:Edae,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/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 Ina YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 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.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1028/0,3-4=-1028/0,4-5=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=0/523,4-10=-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. �GIPNREOEFss/�<°� �, 9 � 2� yr`�- 87022PE (P.'1/414.9<\( <C‘- -aj, OREGON fk// �On�cMBER \\ �O S, A. H .# EXPIRES:06/30/2017 May 24,2017 e I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-1473 rev.10/03/201S 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 pill' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiehts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R50657322 PL17-178_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 15:22:23 2017 Page 1 ID:SeV?tdjYi Iz0X2xysiFDVpzsm UO-2c9L3RKgxerRyPlnwJyaid9QVLMPcz9h NL6ozEzDFI_ I 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 1WW 2 3 4 5 6 7 U _ < L' 0 o e 11 10 9 8 L7 3x5 = 4x8= 3x8 = 3x5 = 01118 15-1-4 I 0-1-8 14-11-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud 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 Incr YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 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.Comp./Max.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. �EO PRQpF <0Gss� NF9 /O�, ti 29"� 87022PEc cv y �'Ois OREGON r1.9 <trN -A ',7/�M8ER \\ �O OSA. HEY' EXPIRES:06/30/2017 May 24,2017 t e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. " Design valet for use only with MiTeklb 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/TPN Quality Criteria,DSB$9 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 R50657323 PL17-178_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 15:22:23 2017 Page 1 ID:5eV?tdjYi lzoX2xysi FD V pzsm UO-2c9L3RKgxerRyPlnwJyaid9QbLNAcy?hN L6ozEzD F I_ °j 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 • 0 ab 414- e OY I �b� v - 11 10 9 8 5x5= 4x8= 3x6 = 3x4= 0-I-148 13-4-0 I 0-1-8 13-2-8 Plate Offsets(X,Y)— I11:Edde,0-1-8] LOADING (psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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 Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 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. (lb)-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=0/486,410=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. ��_0 PR OFFS �,:co �cNG�N� 9 si02v ‘C* 87022PE f 61(4C4-4-Iv y �Aj, OREGON (15) O4.// �O �M8ER \\ \ OS A. HE-V1/4 EXPIRES:06/30/2017 May 24,2017 4 I ®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 Wel(' 1t I Tette" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Ifs fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7PI1 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 R50657324 PL17-178_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 15:22:24 2017 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-XojjGnKStxzlaZKzU1 UpFrhWmIgaLMXgb?sMVgzDFHz 1-10-4 2-6-0 Scale=1:25.1 3x4 I I 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 / _ w e 0 e e o 10 • 9 4x8 = 4x10= 4x8= 4x8 = I 15-1-4 I 15-1-4 Plate Offsets(X,Y)- (1:Edge.0-1-8],18:Edoe,0-1-8.(11:Edge,0-1-8] LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 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 0.43 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.54 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=950/0-5-8,8=1079/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2061/0,3-4=2061/0,4-5=2230/0,5-6=-2230/0 BOT CHORD 10-11=0/1144,9-10=0/2406,8-9=0/1546 WEBS 6-8=1793/0,6-9=0/798,5-9=-278/0,4-10=-402/0,3-10=-320/0,2-10=0/1071,2-11=-1450/0 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 toad(s)152 lb down at 3-0-0,152 lb down at 13-2-8,117 lb down at 1-5-7,112 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 si 0 P R OFF Uniform Loads(plf) '`: s Vert:8-11=-5,1-7=50 ��5 �NG'N�FR /p- Concentrated Loads(Ib) Vert 6=112(F)3=-112(F)12=-117(F)13=152(F)14=-112(F)15=-112(F)16=112(F)17=112(F)18=152(F)19=-118(F) 7022PE ySAT OREGON ri) <t/N ps A, HECk EXPIRES:06/30/2017 May 24,2017 , e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rec.10/032015 BEFORE USE. Design valet for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not11011 „ 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 Mfie lc' 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 ANSVTPIl 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 R50657325 PL17-178_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 15:22:25 2017 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-? H5U7L4TF59CjvA1k?2n2Emg93L4tF_gfbvl7zDFHy I 1-10-4 I 2-6-0 I Scale=1:25.1 3x4 II 3x5 = 1.5x3 I I 3x4= 1.5x3 II 3x4 = 3x4 I I 1 2 3 4 5 6 7 ae e 0 e i —7-4111111111441411111111111111111111111111111111111111111111111t- - 1IIIII -111114111141111111111111111114111111111111144114141011r - 1I071°11.°°°-Niiiiiiiii11111111141111411111141111111111411140- — 0 m e a s e 0 9 a 1 3x6 = 3x6 = 3x6= 3x6= I 15-1-4 I 15-1-4 Plate Offsets(X,Y)- 11:Edge,0-1-8] LOADING (psf) SPACING- 1-0-0 CSI. DEFL, in (roc) I/defl Ud 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 Ina- 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)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=-411/388,4-10=-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 OF s 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. D Strongbacks to be attached to walls at their outer ends or restrained by other means. �� NG(NE��`G• � /O �� 87022PE vC (CfC 7 ''Ods OREGO 95 Y\-( Iti gO ‘M8ER '\\ C}S A. HO; EXPIRES:06/30/2017 May 24,2017 e e 0....... ®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 Mitch®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 akvays required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB 89 and BCSI Building Component 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 R50657326 PL17-178_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 1522:25 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-? H5U7L4TF59CjvA1k?2n2EmB95Q4xc gfbvl7zDFHy 0-11-4 I 2-6-0 I i 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:11.1 111 IIIIII1 II 1 11 EMI 1 - o m MIVA ME •.m M. ►A 5 M 3x4= 3x4 = 41 3-8-4 I 0.1 3-6-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) l/defl 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 Ina 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. ��Ep P R pFFss �C�S ANG I NEF9 io2 `�' 87022PE r,_�r C7 �Aj, OREGON rim 41; -AO AMBER \\ �Q �`1 A HE.Ck EXPIRES: 06/30/2017 May 24,2017 1 Ia.. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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 e building design.Bracing indicated is to prevent bucking 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 ANSIITPH Quality Criteria,DSB-89 and SCSI 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 R50657327 PL17-178_UPPER F08 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:26 2017 Page 1 ID:5eV?tdjYi Iz0X2xysiFDVpzsm UO-TBrThTMi DZDOptUMbS W H KGnwPZSgpOj73J LTZZzDFHx 2-6-0 I 0-11-12 I I 0-6-12 4n4j= 1 1.5x3 II 2 3x4= 3 3x4 II 4 Scale=1:11.1 J rb 9 • 7 5 1.5x3 11 3x4 = til 04= I 3-7-4 3.8-1Q I 4-6-8 1 3-7-4 d-1-$ 0-8-4 0-1-8 Plate Offsets(X,Y)— [4:0-1-8.Edoel LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid 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 Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 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 OF-eo Vert:5-7=-8,1-4=-80 C, Concentrated Loads(Ib) �Co �NGINE474 /Q Vert:4-125(F) �? ?j �� 87022PE �<' / CV -7 is OREGON ti�Q40 O M&ER OS, A, HO; EXPIRES:06/30/2017 May 24,2017 i I WARNING-Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 i11iTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the R A4. 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 R50657328 PL17-178_UPPER F09 Floor 15 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:26 2017 Page 1 ID:SeV?tdjYilz0X2xysiFDVpzsmUO-TBrThTMiDZDOptUMbSWHKGnWUZS5pOe73JLTZZzDFHx I 2-6-0 10-5-12 I I 0-6-12 4,1= 1 1.5x3 II 2 4x4 = 3 3x4 II q Scale=1:11.1 S )\... \ 7 5 1.5x3 II 3x4= 47 42,7 I 3-1-43r2-1Z I 4-0-8 3-1-4 1 0-8-4 0-1-8 Plate Offsets(X,Y)— [4:0-1-8,Edoel LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell Lid 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. (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 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 P R Uniform Loads(plf) `�E� OFe Vert:5-7=-8,1-4=-80 ` S Concentrated Loads(Ib) CD�, �NG(NEF,4 so2� Vert:4=125(F) Q 87022PE f N I- g. �-'0j, OREGON ti� 4., 9C' �1BER \\ �O �`S A. HE?`"\-P EXPIRES: 06/30/2017 May 24,2017 i 1 ®WARNING-Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. rill' 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/71,11 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 R50657329 PL17-178_UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:27 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-xNPsvpNK sLtR13Y991WtTJ6fynCYr HIz406?zDFHw I °s-4 I 2-6-0 I 1 1.5x3 II 2 4x4= 3 1.5x3 II Scale=1:11.2 —/ _ 5 4, 4x4 = 3x4 = ¢i- 3-2-4 I d 1 3-0-12 Plate Offsets(X,Y)— f5:Edae,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid 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/TP12007 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. ��EQ P °pFss ,-N �NC,INF •R X02 87022PE �r 7 SOREGON 2� 4ti AT �O SMB ER '‘� .C- 0OS A. HE-CA EXPIRES:06/30/2017 May 24,2017 t a ®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 MiTek09 connectors.This design is based only upon parameters shown,and is for an individual building component,not Mill F 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 Niel( A'i lR is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Stale 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job 'Truss Truss Type Qty Ply POLYGON R50657330 PL17-178_UPPER F11 Floor 33 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:27 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-xNPsvpNK sLtR13Y991 WtTJ6VyjQYmOHIz406?zDFHw 1-11-4 I 2-6-0 I Scale=1:25.4 1.5x3 I I 4x6= 1.5x3 I I 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 o 0 e "g�y 1 10 9 8L7 3x5 = 4x8= 3x8= 3x5 = 01148 14-11 0-1-8 14-9-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud 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 Incr 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.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.18Btr(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. (lb)-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=1452/0,5-0=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. '\<�Ep PRQp '�,`� ��GINEFR s/0�v 87022PE 1- (1)./611-4."'-"A u' t" y �'oJ, OREGON �� ti 9O �IBER �\ \- .....x., - os A. Hs?' EXPIRES: 06/30/2017 May 24,2017 1 1 ®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 il a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall `� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek.ek. is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-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 R50657331 PL17-178_UPPER F12 Floor 24 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 MiTek Industries,Inc. Wed May 24 15:22:28 2017 Page 1 ID:5eV?tdjYi Iz0X2xysiFDVpzsm U O-PZzE69NylATk3BdIjsYlPhsH NM5J HEOQ WdgZeRzDF Hv D-113.0 I I 2-6-0 Scale=1:19.2 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 4x4= 2 3 4 5 6 a oyl gL (OXO) e e 10 9 6 7 4x5= 3x5 = 1.5x3 II 3x4 = I 11-4-0 { 11-4-0 Plate Offsets(X,Y)— 11:Edge,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) -0.02 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/TPI2007 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=-309/0,2-3=-009/0,3-4=-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. EP oFF 4�. - ss; �G1NEF > �;� 9 �" 87022PE ( r -7��'o), OREGONxrL''Qi 'Cl AMBER '\ OS A. H S EXPIRES:06/30/2017 May 24,2017 8 r Mil• WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-747J 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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing IYI 11 k ]rT� ` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BC51 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 R50657332 PL17-178_UPPER F13 FLOOR GIRDER 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.110 s Apr 13 2017 Mifek Industries,Inc. Wed May 24 15:22:28 2017 Page 1 I D:5eV?tdjYilz0X2xysiFD Vpzsm UO-PZzE69NylATk3BdIj 5Yl Phs HaMO5H5AQ WdgZeRzD FHv 1-2-12 I 1-10-0 1 1 1-6-8 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 m • � e e a o- 0 NINN—. , e a o- e 'fit'` 13 a °cu12 11 3i 5x8 = 6x16= 3x5 = 4x10 = 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X.Y)- 11:Edae,0-1-81,I10:Edge.0-1-8],[14:Edae,0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid 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 Incr 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=1285/0.54,10=832/0-5-8 FORCES. (lb)-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) 1-s-80 Concentrated Loads(b) C;< _G IN OF„°6), Vert:3 825(F) � 02, �- � cv87022PE � N S �y AOREGON c2� <v � O O° ABER \ ' S A, HEY` EXPIRES:06/30/2017 May 24,2017 ® e .r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design vale 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/911 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 R50657333 PL17-178_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 15:22:29 2017 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-tmXcJ VOaVVIJbbgKCxGa3yuPP8mOi0eWaIHZ7AuzDFHu 1-8-4 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 e e o e e 0 m 10 e 9 e 4x6 = 4x10= 4x8= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)— [1:Edge.0-1-81,f8:Edge,0-1-81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/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 Incr 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(Ib)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 RE[} P R pie Uniform Loads(plf) G tS Vert 8-11=-5,1-7=-50 �5� 0AG1N . -,Q `r/0 Concentrated Loads(Ib) C? ?/ Vert 6=89(B)4=-89(B)12=100(B)13=95(B)14=129(F)15=-89(B)16=89(B)17=-89(B)18=129(F) �� 87022PE r-' - y �Aj, OREGON c IL �On AMBER \,\ �O OS, A. HeC' EXPIRES:06/30/2017 May 24,2017 i a ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC 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 11111. 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 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/I1.11 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 Oty Ply POLYGON R50657334 PL17-178_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 15:22:30 2017 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-Ly4 XgPDHnjSIUn7gHaDU6xduAnGlAuj_xJgiKzDFHt I 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 0 8> 3x5= 3x4= 3x4 = 9-4-4 I 0.1-8 9-2-12 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid 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 Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:46 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=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-639/0,34=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. �c3 AN7GINE \ 2v 87022PE �' N -y SAT OREGON q, <v �OQk1IER4\ \-\9OS A. H - EXPIRES:06/30/2017 May 24,2017 , MIMI ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. e 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 r 'r 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 ANSITTPI1 Quality Criteria,058-89 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 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury rte'= Dimensions are in ft-in-sixteenths. 11;646. Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth, diagonal or x-bracing,is always required. See SCSI. TOP CHORDS 0_�18, 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ .. O bracing should be considered. I_ O 3. Never exceed the design loading shown and never O ®� o stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 06-7 cs-s H designer,erection supervisor,property owner and plates 0- 'hEr 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 y protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■llMdll reaction section indicates joint 17.Install and load vertical) unless indicated otherwise. number where bearings occur. y Min size shown is for crushing onlyiii . 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 project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. WI is not sufficient. it 6 BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 mow OFFICE COPY MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: ERT AREA 3 LOTS 29-33 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: K3227258 thru K3227341 My license renewal date for the state of Oregon is December 31,2017. c(, E PR°FestS' 89200PE -7(— OREGON Atr, /Q �Jy 14,2534:4.11r" a4 Q'iigERFI Art•rss 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 10-06-00 HIP SETBACK 1-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 DC: 2x4 KDDF #16BTR 10-06-00 GIRDER SUPPORTING 2-10-08 1- 2=(-605) 269 1- 7=(-1685) 1870 2- 7=(-140) .474 10- 5=(-141)1 418 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-377) 167 7- 8=(-1018) 1703 7- 3=(-846) 337 WEBS: 204 KDDF STAND 3- 4=(-8B8) 446 8- 9=( -963) 1678 3- 8=(-159) 277 LOADING 4- 5=(-385) 165 9-10=( -963) 1678 8- 4=(-498) 499 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-611) 270 30- 6=(-1684) 1870 9- 4=( 0) 100 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 1'- 0.0" V 4-10=(-900) 373 TC UNIF LL( 37.5)+DL( 15.0)= 52.5 PLF 1'- 0.0" TO 9'- 6.0" V M-3x4 where shown; Jts:1,3,6-8,10 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 9'- 6.0" TO 10'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 10.9)+DL( 8.8)= 19.7 PLF 0'- 0.0" TO 10'- 6.0" V 0'- 0.0" -214/ 550V -2000/ 2000H 5.50" 0.88 KDDF ( 625) 10'- 6.0" -214/ 550V -2000/ 20009 5.50" 0.88 KDDF ( 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. 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 = 0.018" @ 4'- 0.3" Allowed = 0.479" MAX TL DEFL = -0.029" @ 4'- 0.3" Allowed = 0.639" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" 0 0'- 5.5" MAX HORIZ. TL DEFL = -0.011" @ 0'- 5.5" 1-00 8-06 1-00 f 1 1' 1' 'COND. 3: 2000.00 LBS SEISMIC LOAD. 1-00 2-08-13 2-10-09 2-10-09 1-00 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 �12 00 (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-5x6 M-3x8 M-5x6 2 3 4 5 10 1----1 1-- --1 4 coo N O 1 1 7 8 9 10 7>L6 1 0 0 M-1.5x3 J. 1J. 1J. l 1-03-08 2-08-13 2-07-01 2-07-01 1-03-08 y y 10-06 .\ �E�3PROPe, �roj NGVNE,�9 ip,9 ‘,..._."44 9200PE JOB NAME : FRENCH 5 PLEX WITH STEP - ADRAG _r, �"' Scale: 0.5164 � _`. tr WARNINGS: GENERAL NOTES, unless otherwtee noted. ' 4Ji11.7©IV j, 1.Builder and erection contractor should be edvled of all General Notes I.This design is based only upon the parameters shown and Is bran Individual f_ OR C.L7^4.,✓1 V V Truss: ADRAG and Warnings before construdion commences, building component Applicability of design parameters end proper �+'"`1 11'r �0 2,2x4 cempre Won web bedng must be Installed where shown+. Incorporation of component la the roeponsibNity of the building dea:gner. �714 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be starchy braced et ea... Is the responsibility of the erector.Additional permanenl bracing of 2 continuous and at 10 sheo.cathing rsuch as plywood ply unlessr tl (TC)a di their length by �`.��1-1 i�` �i1 DATE: 5/22/2017 Me overall structure k the responeibUlty of Me building designer. 3.24 Impact bridgingorlateral bracing required wh a shown s dryweR(BC) /.4' 4" SEQ.: K3 2 2 7 2 5 8 4.No bad should be applied to any component umh after all bracing and 4.Design tIaier of truss is the responsibility are spen biayya m.enespe respective contractor. n snler.ri.m, fasteners are complete and at no time should any beds greater than end ra for mery trusses tob. TRANS ID: LINK design nlrusheneoapplied loaysrendonem. 6.Design assumes full bearing at al supped.shown.Shim or wedge if EXPIRES_ 12/312017 5.Com Trus hes no control over end assumes no responsibilityfor the necessary, fabdcetlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. May 23,2017 5.This design is furnished subject to the limitations set forth by 8.plates shall be boated on both faces of toes,and placed so their center TPIM4TCA In SCSI,copies of Which will be furnished upon request. lines coincide with pint canter Knee. 9.Digits indicate alta of plate In Inches. MITek USA,Int./CompuTrus Software 7.6.8(1L)-E to.For beak connector plate design values see EOR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-129) 121 1-4=(-48) 53 2-4=(-162) 155 BC: 2x6 KDDF #16131R SPACED 24.0" O.C. 2-3=( -15) 7 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. CON. 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"00. VON. DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -33/ 336V -46/ 93H 5.50" 0.54 KDDF ( 625) ** For hanger specs. - See approved plans 4'- 0.0" -135/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ADDL: BC CONC LL+DL= 709.0 LBS @ 3'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.7" Allowed = 0.238" MAX TC PANEL TL DEFL = 0.024" @ 2'- 1.8" Allowed = 0.357" 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'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 3-08-04 0-03-12 4 ' f Design conforms to main indforce-resisting 12 system and componentsand cladding criteria. 8.00 177 Wind: 140 mph, h=20.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 3 End vertical(s) are exposed to wind, -/ Truss designed forwind loads 2 in the plane of the truss only. o M ,,_ 410#1111 :A1111 0 cu I 1 oI N I 1�� ** 4 M-3x4 M-3x8 l +709# , l 3-08-04 0-03-12 ,1 )' 4-00 �� ,Q R R apps . ANG%NE'9 s/%�'Sr :9200 E tom JOB NAME : FRENCH 5 PLEX WITH STEP - AGIRD Scale: 0.5348 lWO WARNINGS: GENERAL NOTES, unless otherwtnnoted 7OREGON WCC`: 1.Builder and erection contrador shroud be advised old General Notes t.Tha design Is based ant/upon the parameters shown and Is for an Individual j Truss: AGIRD and warmngebefore wnwdbncommences. building component.Applicability oidesign parameters and proper +�"" �y O� �i� A Dt4 compression web bracing must be installed where shown+. Incorporallon of component is the responstbNNy of the bolding designer. � "7 r 14 `j- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords la be[literally braced el 0 Is Sre responelblety of me erector.Additional permanent bracing of Y cc.and at i g o a respectively unless breed throughout length by l .'a,,,�, �+ continuous sheathing such as plywood sheathing(TC)andJ[ander drywaN(BC). ,I. {✓ DATE: 5/22/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* SEQ.: K3 2 2 7 2 5 9 4.No bad should be applied to any component until after all bradng and 4.Installation of truss k 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-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. 5.Compclrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. Ali May 23,2017 6.Tha design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed w Meir center TPWVICA In SCSI,copies of which wIll be mmlshed upon request. lines coincide with Joke center line. 9. indicate eire of plate In Inches. MITek USA Inc./Com uTrus Software 7.6.8 1L E 1o Par basic connector platedesign values see ESR-1311.ES13-1 BeS(MITek) IOW This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-06-00 HIP SETBACK 4-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-765) 175 1- 5=(-89) 462 5- 2=( 0) 166 BC: 2x6 KDDF 81&BTR 2- 3=(-462) 164 5- 6=(-74) 458 5- 3=(-35) 46 WEBS: 2x4 KDDF STAND LOADING 3- 4=1-765) 175 6- 4=(-72) 462 3- 6=( 0) 160 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 30.0)= 105.0 PLF 4'- 0.0" TO 6'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 6'- 6.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 10'- 6.0" V 0'- 0.0" -129/ 709V -88/ 88H 5.50" 1.13 KDDF ( 625) NOTE: 2x4 BRACING AT 24"00 UON. FOR 10'- 6.0" -129/ 709V 0/ OH 5.50" 1.13 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 40.0)= 140.0 LBS @ 4'- 0.0" ----------------------- TC CONC LL( 100.0)+DL( 40.0)= 140.0 LBS @ 6'- 6.0" IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL = -0.008" @ 4'- 0.0" Allowed = 0.479" MAX TC PANEL TL DEFL = 0.068" @ 8'- 2.6" Allowed = 0.442" 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= 0.002" @ 10'- 0.5" MAX HORIZ. TL DEFL = 0.004" @ 10'- 0.5" 3-11-11 2-06-10 3-11-11 f 4140# 4140# T Design conforms to main n windforce-resisting 12 12 system and componentsand cladding criteria. 12.00 M-4x6 M-5x6 N12.00 Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, Au1 . . Exp.B, MWFRS(Dir), lhiL 711111 0 0 1 1** 5 6 ** 4 1 M-3x4 M-3x4 M-1.5x3 M-3x4 3-10-04 2-11-04 3-08-08 1 10-06 1 �� PROP? 4'x.\5 `` O{N ;9 /%%� ' :9200PE JOB NAME : FRENCH 5 PLEX WITH STEP - AH1 41F Scale: 0.9664 . irt WARNINGS: GENERAL NOTES, unless othemtse noted: �_ OjGl7© . 1.Builder and erection contractor Mould be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an Individual -'� 4affl7 Truss: AH 1 and Warnings before construction commence. bidding component.Applicability of design parameters and proper g Incorporation of component Is the responsibility f the building 2Q� p..-i- 2. 2a4 compression web bredng must be Installed where shown♦ upon ftY o g dealgner. !f/"t '7�" A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �.! `1' by Is the responsibility of the erector.Additional permanent bracing of T continuous end et 10 sheathingc.creuch as ply unless bread throughout Mel'length). AWE R f 1�k- DATE: 5/2 2/2 0 17 the overall structure is the responsibility of the building designer. 3 Imn as bngor such as plywood MeetwhereChown+tlryweN(BC) ,(y R Impact bridging or lateral bracing required where Mown++ SEQ. : K 3 2 2 7 2 6 0 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility oldie respective contractor. fasteners are complete and el no time shouldIS be any loads greater than 5.Design assumes trusses are k be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and.re kr"dry condition"of use. G Compams has no control over and assumes no responsibility for the 6.Design assumes fug beadng at all supporta sown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and inslaNallon of components. ry. .r 7.Design assumes adequate ondrainage ls el lasts,d.an May 23,2 017 7 8.Thio design is furnished sugad M the limitations set forth by B.Plates shall be boated on both faces of truss,and placed w melt abler TPINVICA In SCSI.copies of which will be furnished upon request. lines coincide with joint anter lines. 9.Digitsindicate size of pin inches. Wick USA Inc./CompuTrus Software 7.6.8(1L)-E to.For bask connector platedesign values see E519-1311,ESR-1 A88(AMTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -39) 89 2-4=(0) 0 BC: 2x9 KDDF d1&BTR SPACED 24.0" O.C. 2-3=(-143) 193 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 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" 12 TOTAL LOAD = 95.0 PSF 0'- 0.0" -163/ 522V -19/ 70H 5.50" 0.89 KDDF ( 625) 12.007 0'- 9.2" -195/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 1'- 0.0" -118/ 27V 0/ OH 1.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:2,9,3I 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 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.009" MAX BC PANEL TL DEFL = 0.000" @ 0'- 6.9" Allowed = 0.014" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 '" MAX HORIZ. LL DEFL = 0.001" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ' o All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' o load duration factor=l.6, I Truss designed for wind loads rn oin the plane of the truss only. ti f nu o � I u7FAIAMMIll oI 0 f ►9 M-3x4 1 `VI PROpt - 1-0o y 1-0o b 4*� NG{N �'9 L� 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - AJ ,/ Scale: 1.1785 '1410111111111!°'11(597. `III Cr WARNINGS: GENERAL NOTES, unless othercise noted, OREGON 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la bran individual �,/ ,} (l GO V Truss: AJ and Warnings before construction commences. building component.Applicability of design parameters and proper G 7r Z��tt 4,- 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the respondb Illy of the building designer. ,) '�, .y A 4. 2.Design assumes the top and bottom chords to be later*/braced at Q 7 r'W 3.Additional temporary bracing to Insure stability during construction T..sod at tO o.c.respectively unless braced throughout their length by 174 /4 ['� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathhg(TC)ander drywall(BC). - • y/4 A(t�' DATE: 5/22/2017 the overall structure Is the responsibility of the building designer. 3.d Impact bridging or lateral bracing required where shown+•SEQ. : K3 2 2 7 2 61 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncormetoa environment, TRANS I D: LINK design loads be applied to any component and are for"dry condtion'bf use. 8.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes Ail bearing al al supports Mown.Shim or wedge if EXPIRES: 2/ -1/h(11 T fabrication,handling,shipment and Installation of components. 7.Design mwissssumes adequate drainage is provided. May 23,2017 L I(-Gill! 8.This design Is furnished subled to the limitations set forth by 8.Plates shall be located on bath races al truss,and placed so their center TP W,tTDA in BCSI,copies or which will be furnished upon request. lines coincide with Joint center linea. Digits9. In MiTek USA,Inc./CompuTrus Software 7.6.8)1L)-E to.Ferr basic connector plad sign values see EBR-7377,ESR-7 988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/C0=1.00 TC: 2x4 KDDF 814BTR LOAD DURATION INCREASE = 1.15 1-2=(-23) 17 3-4=(-60) 49 3-1=(-33) 17 BC: 2x4 ROOF 814BTR SPACED 24.0" O.C. 1-4=(-58) 70 WEBS: 2x4 KDDF STAND 0-10-03 LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" 0/ 61V -46/ 52H 5.50" 0.10 RODE ( 625) 12 TOTAL LOAD = 45.0 PSF 0'- 9.4" -77/ 49V 0/ OH 1.50" 0.08 RODE ( 625) ** For hanger specs. - See approved plans2'- 10.5" -2/ 47V 0/ OH 5.50" 0.07 RODE ( 625) 12.00 V LL = 25 PSF Ground Snow (Pg) [PROVIDE FULL BEARING;Jts:3,2,41 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. 1 BOTTOM CHORD CHECKED FOR 10PSF 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'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.000" @ 0'- 6.1" Allowed = 0.037" MAX TC PANEL TL DEFL = 0.000" @ 0'- 6.1" Allowed = 0.055" MAX BC PANEL TL DEFL = -0.002" @ 1'- 4.2" Allowed = 0.118" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 0'- 9.4" MAX HORIZ. TL DEFL = -0.001" @ 0'- 9.4" Design conforms to main windforce-resisting 2 -f system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, End vertical(s) are exposed to wind, 1 Truss designed for wind loads in the plane of the truss only. 4%4444iipiiib , - 0 N I to o I�.► :i1 -, M-1.5x3 M-1.5x3 .��00 PROpk, ICI~, " �� /g l l 89200PE 2-10-08 JOB NAME : FRENCH 5 PLEX WITH STEP - AJ1 Scale: 0.9058 ,�..( WARNINGS: GENERAL NOTES, unless otherwise noted: V Cr- OREGON14. 1.Builder and erection contractor should be advised of all General Notes 1.This design b based onFj upon the parameters shown end I.for an individual A !!l1 GG 1L.77 VW�A Vy _ Truss: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper -✓, 2.2s4 compression web bradng must be Installed where shown o. incorporation of component la the responsibility of the building designer. '�/\ 3*' {A Q i"'� 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom charts to ca laterally braced at �r� 1°# ,a,{S], is the responsibility f the erector.Additional t bracing of Y o c and at ea o.c.such a ply unless braced throughout they length by �R A ..I _ �•Wh ly° permanent continuous t sheathing such as plywood Meat where slid..tlryweA(BC). +[y {,+ DATE: 5/22/2017 the overall structure le the responsibility ohne building designer. 3.2x Impact bridging or talent bhang required where sMwn.. SEQ. : K 3 2 2 7 2 62 4.No load should be applied to any component until ager all bracing and 4.Installation of trusses thehr are le.�bility the raepertaive c nmctor. fasteners are compete and at no time should any loads greater than Design assumes design leads be appose many component, and ere for"dry oondnier'of use. TRANS I D: LINK 6.CompuTrva has no control over and assumes no responsibility for the 6.Design assumes fug bearing at allsupports shown.Shim or wedge if EXPIRES: 12/31/9017 fabrication,handling.shipment and lnstaltatien of components. 7.Design assumes adequate drainage is provided. NA ' 7 6.This design is banished subject to the limitations set forth by 8.Plates shall be located on both faces of tons.and placed so their center ,V' y L 232 L 01 I TPW/rCA In SCSI,copies of which MU be furnished 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 is.For basic connector pate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KODE N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-101) 75 3-4=(-157) 119 3-1=(-102) 49 BC: 2x9 KDDF 81&BTR SPACED 24.0" O.C. 1-9=(-138) 183 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -23/ 129V -75/ 113H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 95.0 PSF 2'- 6.6" -37/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) ** For hanger specs. - See approved plans 2'- 10.2" -66/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 2-10-03 (PROVIDE FULL BEARING;Jts:3,4,21 i a'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 "or spacing. 1 12 VERTICAL DEFLECTION LIMITS: L1=1,/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.013" @ 1'- 5.8" Allowed = 0.219" 12.00 7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.012" @ 1'- 5.8" Allowed = 0.329" SEASONED LUMBER IN DRY SERVICE CONDITIONS 2 MAX HORIZ. LL DEFL = -0.002" @ 2'- 9.4" MAX HORIZ. TL DEFL = -0.002" @ 2'- 9.4" 61 Design conforms to main windforce-resisting Fr system and components and cladding criteria. Wind: 140 mph, h=21.2ft, 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-3x4 0 1444404044,4„ 1 f �� mi ,i I Lo 0 I Ihrilld 3** 4 M-1.5x3 M-1.5x3 y 2-10-08 y 4\ G N .Cli ds, 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - AJ2 Scale: 0.5975 WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON i• 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and is for an Individual fl 1 V ic,..- Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper �p p must be Installed where shown Incorporation of component lathe responsibility of the building designer. i, 1 " 1 A 20 -"!.. 2.204 compression Won web bradngtl 7,Design assumes the top and bottom chords to be laterally braced at ner 1 W L 11 3.Additional temporary bracing to Insure stability dump construction 7 o.c.and at 10 o c.respectively unless braced throughout their length by /� a.s Is the responsiblply of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '�'I `.'s.a..R I IO- DATE: 5/22/2017 the overall structure la the reapondbllity of the building designer. 3.23 Impact bridging or lateral bracing required where shown♦.. •a SEQ.: K 3 2 2 7 2 6 3 4.No load 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 trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. N.CompuTms has no control over and assumes no responsibility for the E.Design assumes full bearing at an supporta shown.shim or wedge If EXPIRES: 12/31/2017 2/31/201 7 fabrication,handling,shipment and installation of components. necewry' /k�` Rl7 L J fL.111 8.This design is mmished subject to the limitations wt forth 7.Pesi Plates assumes adequate drainage is provided. IN/lay 23,20 7 dgby B. shall be located joint on both faces of truss,and placed so their canter TP WVICA in SCSI,copies of which will be fumlahetl upon raqued. lines coincide w1m Icinl cantor fines. uTrus Software 7.6.8(11,)-E 9.Digits Indicate alta of plate in inches. MITek USA,Inc./Com P10.For baso connector plate design values see ESR-1311.ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-226) 95 9-5=(-213) 130 4-1=(-253) 70 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-103) 0 1-5=(-151) 297 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 POP 0'- 0.0" -23/ 200V -86/ 172H 5.50" 0.32 KDDF ( 625) OVERHANGS: 0.0" 19.7" 2'- 6.6" -70/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 10.2" -191/ 281V 0/ OH 1.50" 0.36 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [PROVIDE FULL BEARING)Jts:4,5,2I 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/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.006" @ 4'- 1.2" Allowed = 0.122" 12 3 MAX TL DEFL = -0.007" @ 4'- 1.2" Allowed = 0.163" -/ MAX TC PANEL LL DEFL = 0.013" @ 1'- 5.8" Allowed = 0.219" 12.00 V MAX TC PANEL TL DEFL = 0.012" @ 1'- 5.8" Allowed = 0.329" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 2'- 9.9" MAX HORIZ. TL DEFL = -0.004" @ 2'- 9.9" 2 Design conforms to main windforce-resisting system and components and cladding criteria. �) Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads rdi in the plane of the truss only. M-4x6 li:. :1 z 4* 5 M-1.5x3 M-1.5x3 2-10-08 1-02-11 y ,k), C1 PRQ�Fss 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - AJ3 ,,. � Scale: 0.5006 �r� WARNINGS: GENERAL NOTES, unless otherwise noted: % OREGON j 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon me parameters Mown and is for an individual OREGON V _ !"�W Truss: AJ3 and Warnings before construction commences building component.Appliceblty of design parameters and proper �}y_ �� I� 2.244 compression web bracing must be installed where shown*. Incorporation of component Is me responsibility or the building designer. ,,/`�� '7 r {{/I S.Additional temporary bracingtoinsure stability daring construction 2.Design assumes the top and bottom chorda to be laterally braced et !L/ A 4 Is the responsibility f me erector Additional permanent bracing of coni end ate hin ea respectively ply unleea braced(TC)a di their length by4/144F110". (, 7y Ili o nnrped sheathing such plywood re ui,sdsheathere s an nor erywaA(BC) 4 DATE: 5/22/2017 the overall structure is me responsibility of the building designer. 3.Za Impact bridging or lateral bradng required wiles shown** S E 03227264 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' ' fasteners are complete and at no time should any loads greeter than 5.Design eeeumaa trusses are robe used in a non-corroste environment, TRANS I D: LINK design loads be applied to any componentand are for dry conditionof use. 5.Compurrus has no control over and assumes no responsblllty for the 8.Design assumes NN bearing at at supports shown Ohio or wedge If EXPIRES: :. 12/31/2017 //J 1!AA 1 fabrication,handling,shlpment and installation ofoomponents. 7.Design assumes adequate drainage is provided. NA 23,2��7 ! fL111 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of Inns,and placed so their center IV1 y L L TPIM7rce M SCSI,copies of which will be furnished upon request. tins coincide with Joint center tins. Digits9. MITek USA,Inc./CompuTrus Software 7.6.8(1L(E to.Forr bash connedarofplate plate g�ea design valued see ESR-1311,ESR-1988(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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-63) 56 1-3=(0) 0 BC: 2x4 KDDF #110TR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. CON. LOADING BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -18/ 105V -24/ 53H 5.50" 0.17 KDDF ( 625) TOTAL LOAD = 45.0 PSF 1'- 9.2" 0/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -47/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) 1-11-11 LL - 25 PSF Ground Snow (Pg) 4 (LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:1,3,21 , REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0,004" @ 1'- 2.9" Allowed = 0.147" 12.00 P7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.220" SEASONED LUMBER IN DRY SERVICE CONDITIONS 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 componentsand cladding criteria. 2 -/ Wind: 140 mph, h=20.2ft, 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. 0 O 1WA ul 411!!!!::::::::111 O /- IMM 3�� - M-3x4 y 2-00 l �� 0 PR OECo SAI 51 �` 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - ASJ1 /,. . Scale: 0.7883 0 • WARNINGS: GENERAL NOTES, unless othenese noted: OREGON TrussASJ1 1.Builder and erection contractor should be advised of all General Notes 1.This design a based silty upon the parameters shown and is ter an individual �/ 4 fl 4]n 1 OR and Warning.before construction commences. building component.Applicability of design parameters and proper L+ 2.204 compression web bracing must be Installed where shown+. Incorporation cf component Is the roaponsibglly of the building designer. �/\ ?` 14 s� 3.Addalonal temporary brecing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at (.l 4 is the reeponsibiBy of the erector.Additional permanent bracing of 7 Data and et 10'it..respectively unless braced throughout their length by 0- 15, DATE: 5/22/2017 the aware))structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)antl/or drywaA(BC). 3.2s Impact bd1ging or lateral bracing required where shown++ SEQ.: K3 2 2 7 2 6 5 4,No road should be applied to any component until after ail bracing and 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 nen-oorroste environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.Com Tms has no control over end assumes no re 5.Design assumes tett bearing at tett supporta shown.Shim or wedge If EXPIRES:R C n(fj / Q1 pu responsibility far the necessary. Clift l-. RE LIJ fabrication,handling,shipment and lnsiellation of components. 7.Design assumes adequate drainage is provided. May 23,2017 5.This design is famished sullied to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center May TPIMVICA in SCSI,copies of which will be furnished upon request. lines coincide with)Dint center lines. 9.Digits indicate sire of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(114-E to.For basic connector plate design values see ESR-1311,ESR-1888(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-00 GIRDER SUPPORTING 20-11-00 FROM 4-07-08 TO 15-05-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #160TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4074) 692 7- 8=(-414) 612 7- 1=(-9160) 688 10- 4=( -420) 2764 BC: 2x8 KDDF #16BTR 2- 3=(-3200) 628 8- 9=(-626) 2782 1- 8=( -408) 2752 9-11=(-4212) 798 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-2226) 480 9-10=(-398) 1899 8- 2=( -224) 1489 11- 5=( -149) 64 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=( -194) 180 10-11=(-398) 1899 2- 9=(-1080) 280 TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 15'- 5.0" V 5- 6=( 0) 0 3- 9=( -380) 1982 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 9'- 7.5" V 9- 4=1 -204) 750 BC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 236.5)+DL( 209.2)- 445.6 PLF 9'- 7.5" TO 15'- 5.0" V BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA 1,-. ( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 2353.0 LBS @ 3'- 7.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN ADDL: BC CONC LL+DL= 2134.0 LBS @ 13'- 6.0" 0'- 0.0" -682/ 4271V -194/ 302H 5.50" 6.83 KDDF ( 625) nails staggered: 15'- 5.0" -1070/ 6197V 0/ OH 5.50" 9.92 KDDF ( 625) \^/ 9" oc in 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL o ,)0( `[v`f\ 9" oc in 2 row(s) throughout 2x8 bottom chords, REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "no spacinq.l 9" oc in 2 row(s) throughout 2x6 webs, 9" oc in 1 row(s) throughout 2x4 webs. 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 = 0.024" @ 10'- 10.9" Allowed = 0.725" MAX TL DEFL = -0.056" @ 10'- 10.9" Allowed = 0.967" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-09-14 8-07-02 f f f MAX HORIZ. LL DEFL = -0.004" @ 14'- 11.5" MAX HORIZ. TL DEFL = 0.008" @ 14'- 11.5" 3-09-04 3-00-10 4-01 4-02-06 0-03-12 '' 1 1' '1 '1''1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. M-5x6 M-9x8 M-1.5x3 12.00 17 3 4 5 6 Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 I� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), dy �'_� load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 14-3"2/11111111111111111111111111111 -3x6 z r m 1 Lo 0 oo M-3x8 1 � f �r r A�`V� N !Ie I a ® �' io I 'o MI ._a f 7 -' 8 9 10 -'11 M-1.5x4 M-6x10 M-3x8 M-3x10 M-6x10 +21346 y2353#y y y y Ppp ��h 3-05-12 3-05-14 3-11-04 4-06-02 "<0 '51 y 15-05 l i�� '�' 0-0,�, - 89200PE r" JOB NAME : FRENCH 5 PLEX WITH STEP - BGIRD4 .'/ : Scale: 0.2915 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON /s.' 1.Builder and erection confraclor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and is for an individual Li- VV�rll �\7711JJ�1'V� � "`Sl Truss: BGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper �} Y Z.2r4 compraWon web bradng melba installed where shown+. Incorporation of component Is the responsibility of the building deaigner. ./,/^k .A y' 1 A 2O F .4� 3.Additional bracing to insure stability during construction 2.Design assumes the top and bottom Groins to be laterally braced at �( 1"P �., Is the ro nslbtur of the erector.Additional permanent bracing of Ycoo c ant et 17 o.c respectivelyanises braced throughoutIhelr length by v41 �R l�L spa ntinuous sheathing such as plywood shemhing(TC)and/or drywall(BC). DATE: 5/22/2017 the overall structure Is the reeponNbXly of the building designer. 3.2a Impact bridging or lateral bradng required where shown++ SEQ. : K3227267 4.No load should be applied to any component until after all bradng end 44.. tllationoftru,subsheraspoobealeyyem.n`oaspe�oecve n�w�r.nent, fasteners are complete and at no time should any loads greater than and Design assumes trusses reof use. TRANS I D: LINK design loads be applied to any component. H.Design assumes full bearing at as supporta shown.Shim or wedge 8 EXPIRES: 12/31/2017 O.CompuTruerrus has no control over and assumes no responsibility forme �ry fabrcation,handling,shipment and Installation of components. 7.Desgn assumes adequate drainage is prodded. May 23,201.1 7 S.This design Is furnished subled to the limitations set forth by 8.Plates shall be boated on both races of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.11965 Indicate size of plate in Inches. MiTek USA Ino./CompuTrus Software 7.6.1X110-E 10.For basic connector plate design values see EON-1311,ESR-1988(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 TO: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2- 8=(-103) 1115 8- 3=(-110) 971 10- 7=(-115) 852 2x6 KDDF #16BTR T2 SPACED 24.0" O.C. 2- 3=(-1734) 132 8- 9=(-140) 1331 B- 4=(-307) 185 7-11=(-627) 125 BC: 2x6 KDDF #16BTR 3- 4=(-1116) 102 9-10=(-109) 584 4- 9=(-235) 124 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-1303) 124 10-11=( -36) 95 9- 5=( -76) 852 2x4 KDDF #16BTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF 6- 7=( -775) 92 5- 6=(-670) 98 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6-10=(-637) 127 TOTAL LOAD = 45.0 PSF TC LATERAL SUPPORT 24"OC. CON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT G= 12"OC. CON. LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC UNIF LL+DL= 30.0 PLF 0'- 0.0" TO 3'- 0.0" V 0'- 0.0" -157/ 1497V -51/ 90H 5.50" 2.39 KDDF ( 625) 13'- 6.0" -101/ 754V 0/ OH 5.50" 0.51 KDDF (1485) NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC CONC LL+DL= 93.3 LBS @ 2'- 8.0" II-- ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 733.0 LBS @ 3'- 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/240, TL=L/180 OVERHANGS: 12.0" 0.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 1OPSP LIVE LOAD. TOP MAX LL DEFL = 0.029" @ 10'- 11.0" Allowed = 0.629" considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.066" @ 10'- 11.0" Allowed = 0.839" SEASONED LUMBER IN DRY SERVICE CONDITIONS ** For hanger specs. - See approved y1ans L-07-11 10-10-05 MAX HORIZ. LL DEFL = -0.019" @ 13'- 3.2" T f f MAX HORIZ. TL DEFL = 0.045" @ 13'- 3.2" 2-05-04 Design conforms to main windforce-resisting system and components and cladding criteria. 2-07-11 4-03 3-10-09 2-08-12 +93.308 T '1 I Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12.00 M-4x6 10.56�t-3x4 End vertical(s) are exposed to wind, 3 M-3x4 M-3x4 Truss designed for wind loads 4 5 -/ in the plane of the truss only. t2MT4 ti 1 oo O in I O u 8 9 10 0 co 1 M-3x4 :=M-6x6 M-5x6 M-5x6 M-3x6 N 0 I 12 * -V VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). J. J• 1733# l l J. J. 2-06-04 4-07-15 3-10-09 1-11-12 0-05-08 C] 1-00 y 13-06 y \,‘G` / 89200PE Com JOB NAME : FRENCH 5 PLEX WITH STEP - BH1 Scale: 0.3869 -log ''--'-- ~. WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON ��. I.Builder and erection contredor should be advised of 09 General Notes 1.This design Is based only upon the parameters shown and is for en Individual / lJ fill X4..7 ��VV s.. Truss: BHI and Warnings before construction commences. building component.Applicability of design parameters end proper L � ©1�s's�44‘,., 2.204 compression web bracing must be IWalktl where shown- incorporation of component la the responsibility of the building designer. //^f, " 3.Additional temporary bracing to Insure stebtlty dudng construction 2 Design assumes the lop end bottom chorda to be laterally braced et S.! 14 Is the responsibility of the erector,Additional permanent bracing of 2 continuous and 9 ea o.c.rsuch a vely unless braced throughout Melt length). f � '�� DATE: 5/23/2017 the overall structure la the reeponalbnlry Orme building designer. wnnnuoue aneetmng even as plywood sneanma(rc)ariaor aryweA(Bc) �"3 2x Impact bdtging or lateral bracing required where shown*• SEQ.: K3227268 4.Nolodere be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design eaeumea trusses are to used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition'.of use. 5.CompuTnn has no contrei over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES:. !]/c] /ry(1 fabrication,handling,shipment and installation of components. 7.Design necemseumea adequate drainage is provided. May 23,2017LI J LLI 8.This design is furnished subject to the limitations eel forth by B.Plates shall be located on both faces of truss,end placed so their center I TPIIWTCA in SCSI,copies of which net be furnished upon request. lines coincide with Joint center Imes. 9.Digits indicate Me of In inches. .MiTek USA,Inc./Con uTtus Software 7.6.8(1L}E 1 For basic nsmotet late design val ennvat see E511-1371,ESR-1988(MITek) This design prepared from computer input by I 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 (Non-Rep) 1- 2=( 0) 84 2- 9=(-211) 420 9- 3=( -3) 303 8-12=(-553) 199 2x6 KDDF #1RBTR T2 SPACED 24.0" O.C. 2- 3=(-705) 182 9-10=(-296) 825 9- 5=(-478) 109 BC: 2x4 KDDF #1&BTR 3- 4=( 0) 0 10-11=(-183) 467 5-10=(-131) 124 WEBS: 2x4 KDDF STAND; LOADING 3- 5=(-421) 172 11-12=( -47) 79 10- 6=(-118) 427 2x4 KDDF #14BTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-810) 243 6- 7=(-417) 159 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PIF 7- 8=(-632) 188 7-11=(-406) 190 TOTAL LOAD = 45.0 PSF 11- 8=(-229) 707 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 748V -53/ 93H 5.50" 1.20 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 13'- 6.0" -101/ 586V 0/ OH 5.50" 0.39 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 12.0" 0.0" 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" M-3x4 where shown; Jts:2,5-9 MAX LL DEFL = 0.033" @ 10'- 11.0" Allowed = 0.629" Unbalanced live loads have been MAX TL DEFL = -0.055" @ 10'- 11.0" Allowed = 0.839" considered for this design. 3-11-11 9-06-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS ,t ** For hanger specs. - Sde approved plans I 1 MAX HORIZ. LL DEFL = -0.022" @ 13'- 3.2" 2-05-04 MAX HORIZ. TL DEFL = 0.037" @ 13'- 3.2" T T 2-06-04 1-05-07 2-11 3-10-09 2-08-12 Design conforms to rar n windforce-resisting 4 1 1 1 I 1 system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2-08-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1 load duration factor=l.6, 4 End verticale s) ere exposed to wind, 12 Truss designed for wind loads 12.00 7 in the plane of the truss only. M-4x6 10.56" 3 5 6 a1 o B _,0 App-_.„ --tpmPli.,n2 oN r41 ' i 12 -/o i- -' 9 10 1N 0 1 M-4x6 M-4 N Al o I 13 ** -f,-t VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). J. 2-06-04 y 4-07-15 y 3-10-09 l 2-05-04 l ~ ,I} FR°FFs y1-00 y 13-06 y 45? .��IINF9 s/C .. ' 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - BH2 Scale: 0.32444,00(„9,,.... ..-Z- ... ---- • WARNINGS : GENERAL NOTES, udeesothervdeenoted yr OREGON 40 '.. 1.Builder and cradles eontraaor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an indivaual f Truss: BH2 and Wardngs before construction commences. building component.Applicability of design parameters and proper +e"" 1} O� 2.D:4 compression web bracing must be Installed where shown*. Incorporation of component is the responsibility of the building designer. '�/'4 '7 y 1 3.Additional temporary bracing to Insure etablUE9 during construction 2.Oestgn sesames the top and bottom chortle to be laterally braes al [.! 7 4F1 { unless braced throughout their length by Is the responsibility of Me erector.Additional permanent bracing of continuous sheathingrespectisuch as plywood shealhing(TC)anBC �R4 LL DATE: 5/23/2017 me overall structure is the responsibility of the building designer. 3.2r.Impact bridging or lateral bracing required where shown.« SEQ.: K3 2 2 7 2 6 9 4.No bad should be applied to any component until after all bracing and 4.Installationumtruis IS the responsibilityto used aenr pentiv contractor.e Ienvironment, fasteners are complete and al no time should any loads greater than end Design assr dry co trusses of b. TRANS I D: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports Mown.Shim or wedge If EE�v/[n] (] {�+s 5.CompuTms has no control over anti assumes no responsibility for the vary. �} L/I\('�('i y];' 12/31/2017 fabrication,handling.shipment and installation of componenh. 7.Design assumes adequate drainage h provided. May 23,2017 P.Thh design Is furnished subject to the limitations set forth by 8.Mates shell be located on both feces of truss,and placed so their ranter TPIIWICA in SCSI,copies of Mich will be famished upon request, lines coincide with joint center lines. 9.Digks indbate she of plate In inches. MITek USA,Int./CompuTrus 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 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR A LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 7=( -45) 354 7- 3=( 0) 183 6-10=(-575) 213 BC: 2x9 KDDF N1&13TR SPACED 24.0" O.C. 2- 3=(-634) 173 7- 8=( -61) 352 7- 4=( -53) 56 WEBS: 2x9 KDDF STAND 3- 4=(-348) 229 8- 9=(-185) 932 4- 8=( -54) 153 LOADING 4- 5=(-564) 231 9-10=( -40) 58 8- 5=(-196) 149 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-370) 119 5- 9=(-460) 215 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=(-208) 599 TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PDF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -97/ 752V -127/ 172H 5.50" 1.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.42 KDDF (1400) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" I- BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. M-3x9 where shown; Jts:2,6-9,11 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" ** For hanger specs. - See approved plans MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-03-11 2-10-10 3-03-11 2-00 MAX TL DEFL = -0.016" @ 8'- 1.9" Allowed = 0.839" f '1 >( .( f MAX TC PANEL LL DEFL = -0.052" @ 2'- 9.9" Allowed = 0.434" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 M-4x6 M-4x6 N12.00 MAX HORIZ. LL DEFL = -0.009" @ 13'- 4.3" 3 MAX HORIZ. TL DEFL = 0.010" @ 13'- 9.3" ,# A\ Design conforms to marwindforce-resisting esystem and components and cladding criteria. Wind: 190 mph, h=21.9ft, 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-5x6 6 o 0 N O C3 N O 1 All el m '^ 8811 8 9 O N I N Adill O 0 -/r+ VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). 1 1 1 1 1 ry 5-02-04 3-05 3-02-04 1-08-080 P R VF 1-00 13-06 ` 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - BH3 ,11111.111X4. __ Scale: 0.3619 .,vim WARNINGS: GENERAL NOTES, unless otheralee noted: 1.Builder and erection contractor should be advaed of al General Notes I.This design la based only upon Sr.parameters shovel and is far an individual 7L+ 7 OREGON N �� Truss: BH3 and Waminge before construction commences. building component.Appllaablllty of design parameters and proper A 2 2t4 compression web bracing must be installed where shown a. Incorporallon of component Is Na responsib Illy of the building designer, f y 14 (b"t 3.Additional temporary bracing to insure stability during construction Z.Design assumes the top end bottom chortle to be'Nerdy braced at 4 is me responsibility of gra erector.Additional permanent bracing of continuous end al l V o.c rsuch as ply wood s braced through d/their length by Y R I�\- DATE: 5/23/2017 the overall structure is the re sibA 2xImpshgingl a,suehacacing re uire where heresans a dryvnN(SC). at71 responsibility of the building designer. 3.gx impact foraging or lateral bracing required where shovel++ SEQ. : K 3 2 2 7 2 7 0 4.soloed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibgtly of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes tense.are to be used Ina noncorrosive environment, tied baste be led to an and are for"dry condition"of use. TRANS ID: LINK en pp ywmponent. 6.Dasignassumes NNbearing atalsupports shown.Shim orwedge If EXPIRES. 12/31/2017 N.CompuTmw s has no control over and asmes no responslbdgy for themoewry, fabrication,handling,shipment and installation of component.. 7.Design assumes adequate drainage le provided. May 23,2017 6.This design Is furnished subject to the limitations,at forth by 8.Pates shall be located on both faces of truss,end placed so their center May L L TPgWICA in SCSI,copies of which vAI be furnished upon request. lines colndde with joint center lines. MiTek USA,Inc./Com uTrua Software 7.6.8 1 L E 9.Digits indicate size of pate in inches. p ( )• 10.For basic connector pate design values see ESR-1311,ESR-1988(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 IC: 2x4 KDDF kll&BTR A LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=( -87) 357 9- 3=( 0) 183 BC: 2x4 KDDF k1SBTR SPACED 24.0" O.C. 2- 3=(-634) 250 9-10=(-106) 352 9- 6=( -61) 64 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 10-11=(-225) 432 6-10=( -51) 153 LOADING 3- 6=(-348) 266 11-12=( -43) 61 10- 7=1-139) 142 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE 5- 6=( 0) 0 7-11=(-460) 262 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-564) 293 11- 8=(-263) 599 TOTAL LOAD = 45.0 PSF 7- 8=(-370) 153 8-12=1-575) 258 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 5Q.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -132/ 752V -128/ 173H 5.50" 1.20 KDDF ( 625) OVERHANGS: 12.0" 0.0" 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.42 KDDF (1400) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-304 where shown; Jts:2,8-11,13 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. `* Fox hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-02-10 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 11' MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6-07-11 0-02-10 4-07-11 2-00 MAX TL DEFL = -0.016" @ 8'- 1.4" Allowed = 0.839" '' 'f 4' MAX TC PANEL LL DEFL = 0.033" @ 3'- 0.0" Allowed = 0.434" 5-02-04 1-05-07 1-05-07 3-02-04 2-00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4' 1' 4'4' '1 4' 1' MAX HORIZ. LL DEFL = -0.010" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" 5-04-10 / 1 ' Design conforms to main windforce-resisting 12 45 12 system and components and cladding criteria. 12.00 P7 Q 12.00 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL Wind: 140 mph, h=22.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-4x6 M-4x6 LOADS IMPOSED BY SUPPORTS(BEARINGS). (All Heights) (Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 End vertical(s) are exposed to wind, O=4 Truss designed for wind loads AIh1 ro 4011111111111 o in o NM 13 0 9 10 11 I 1 M o p A i 2 -, rli 5-02-04 y 3-05 1 3-02-04 y1-08-08y �,c ,f` e61 y1-00y 13-06 y ,~.. V\v . �" 89200PE r' JOB NAME : FRENCH 5 PLEX WITH STEP - BH4 ,, � Scale: 0.2781 WARNINGS: GENERAL NOTES, unless othenmse noted. OREGON CR"'f'1 Ai /, . I.Builder and erection contractor Mould be advised of ail General Notes 1.This design Is based only upon the parameters shorn end h for an Individual t l.J ffll CC V U I W Truss: BH4 and Warnings before construction commences building composes.ApplicablEyofdesign parameters and proper Y . �� ,''' 2.2x4 eompneetlon web bredng muq be Installed where shown Incorporation of component h the responsibility of the building designer. <0 r7 3 A 3.Additional temporary bracing to Insure sisblly during construction 2.Design assumes the top end bottom chords to be laterally braced at tJ W la the responsibility of the erecta,.Additional permanent brecing of 2 o.c and et ea o c.,such es ply unless braced throughout r dry length by 't c,.I�� DATE: 5/23/2017 the overall structure Is the responsibility of We building da 2e Impact sheathing or wen b plywood required a where s and/or tlrywall(BC). (,.� 'd9^ar. 3.2a Impact brMging or lateral bracing required where shown*• SEQ.: K3227271 4.No load should be applied to any component until after all bradng and 4.DalaiAnlos oftruwaathe responsibility oebusiysi.e respectivve cee nmlm. fasteners are complete and at no time should any loads greater than and are for"dry trusses are tousbe TRANS ID: LINK deed"loads be applied to any component. 6.Design assumes NA bearing et all supports shown.Shim or wedge if EXPIRES: 5.CompuTrus has no control over and eeearnes no respo^elbllmy for the necessary. EXPIRES 12/31/2017 fabrication,handling,shipment end installation of components. 7. gn assumes adequate drainage is provided. May 23,2017 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPL7V1CA Sr SCSI,copies of which will be furnished upon request. tins coincide with Joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inc./CornpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 99 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-88) 47 TC LATERAL SUPPORT <= 12"00. TON. 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: 18.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -72/ 924V -26/ 102H 5.50" 0.68 KDDF ( 625) 2'- 11.0" -55/ 8971 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 39V 0/ LLOH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1eROVIDE FULL BEARING/Jts:2,3,91 REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. �COND. 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 = -0,011" @ -1'- 6.0" Allowed = 0.150" 2-11-12 MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0,0" Allowed = 0.028" 't' 1' MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" MAX BC PANEL LL DEFL = 0.007" @ 1'- 10,6" Allowed = 0.154" 12 MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.206" 8.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX BORIS. LL DEFL = -0.000" @ 2'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=21.4ft, 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 u1 in the plane of the truss only. 0 N O tri 0 o f 2 �4 M-3x4 1 1 y 'I 1-06 4-00 . 0) PRQppss io -57 :92200PE JOB NAME : FRENCH 5 PLEX WITH STEP - BJ1f Scale: 0.66831. � . WARNINGS: GENERAL NOTES, unless otherwise noted OREGON Ira i Builder and erection contractor should be advised of all General Notes 7.This design is based only upon the parameters shorn and is for an Individual frit CC11,,�� a� r[/ Truss: BJ1 and Warnings before construction commences. building component Appllcablllty of design parameters and proper 4 AN 2.2a4 compression web bracing must be Installed where shown a. Incorporation of component Is the rseponstblley of me building designer. �h '7 .I aT O` "' 3.Atldgbnal temporary braving to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at fir( 1 r't � G the responsibility of the erector.Additional permanent bracing of T o continuous and x hes hinii.crsspe06ply unless bracetl(1 C) dr rhelr length by4,-11; [.s`�'0- DATE: 5/22/2017 the overall structure is the responsibA f the buildin deslner. TxImpact org wehasalywg re aired inge show for drywall(BC). („,eJJl gY o 9 g 3.2s Impact bridging or lateral bracing required where shawl 5. SEQ.: 3 2 2 7 2 7 2 4.No load 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 al no time should any loads greater han 5.Design assumes Misses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. E.CompuTrvs has no control over and assumes no responsibility ler Inc 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. 7. eaign assumes adequate drainage Is provided. May 23,20 1I 7 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPI/W7CA in BGSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indlcats size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8)1L)-E to.For basic connector plate design values see ESR-1311.ENR.4 gee(MOW) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 32 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PUP 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 = 95.0 PSF 0'- 0.0" -74/ 332V -24/ 80H 5.50" 0.53 KDDF ( 625) 1'- 2.9" -97/ 22V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -34/ 30V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:2,3,4I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1-03-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 jIND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ' MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" 12 MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.054" 12.00 V MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX BC PANEL TL DEFL = -0.000" @ 1'- 4.0" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f1 load duration factor=1.6, ,-ITruss designed for wind loads min the plane of the truss only. 0 I m / O 1 CDFAI0 M-3x4 1 1, 1, 1 1-00 2-00 PROP ��f � / w�� t• /90. ' 0 .c' 89200PE c- JOB NAME : FRENCH 5 PLEX WITH STEP - BSJl / `- Scale: 0.7471 ,� •- 'Cr 10 WARNINGS: GENERAL NOTES, unties otherwise noted OREGON „40 7.Builder and eredbncentrader Mould be advised of aP General Notes 1,This design la based only upon the perimeter.shown and is for an individual OREGON W �, "(� Truss: BSJ1 and Warnings before construction commences building component.ApplbabliEy of design parameters and proper 2.204 compression web bracing must be Retailed vdare shown v Incorporation of component la the responsibility of the building designer. /0 " " 14 2-° 4 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et Y le the responsibSPly of the erector.Additional permanent bracing of 2 continuous end d g o.c.rsuch as ply unless braced throughout mak length by � 4 t' DATE: 5/22/2017 me overall structure k Ma respandbN mntlnuoua Msathing such as plywood Naething(TC)end/or tlrywag(BC). Ity of the building designer. 3.20 Impact bridging or lateral bracing required where Mown SEQ. : K 3 2 2 7 2 7 3 4.No bad should be applied to any component until after all bracing and 4,Installation of truss Is the rospondbUNy of the respective contractor. fasteners are complete and at no time Mould any loads greater than S.Design assumes trusses are to be used Ina nontarroste environment. TRANS ID• LINK design bads be applied to any component. and are for"dry condition"of use. 6.D 5.CompuTrus has n control over and assumes no responsibility forme Design assumes full bearing at MI supports shod,Shim or wedge E EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is prodded. May 23,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed ss their center TPIMRCA in BCSI,copies of which MI be furnished upon request. hues coincide with joint center lines. 9. es. MiTek USA,Inc./CompuTrus Software 7.6.8)1L)-E 10.Digits basic connectorcate slm plaplate ign values Igo values see ESR-1311.ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RIDE #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-108) 170 6-7=(-252) 635 1-6=(-156) 122 4-8=(-330) 151 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-739) 312 7-8=(-152) 503 6-2=(-905) 219 8-5=(-131) 636 WEBS: 2x4 KDDF STAND 3-4=(-635) 269 8-9=( -67) 88 2-7=(-274) 271 5-9=(-865) 238 LOADING 4-5=(-631) 195 3-7=(-230) 478 TC LATERAL SUPPORT <= 12"OC. (ION. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 7-4=(-197) 183 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 POP TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -199/ 925V -297/ 322H 5.50" 1.98 NODE ( 625) 20'- 5.0" -192/ 912V 0/ OH 5.50" 1.96 RODE ( 625) BOTTOM CHORD CHECKED FOR A 20 POE' LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 'C OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9-08-10 10-08-06 MAX LL DEFL = 0.017" @ 9'- 10.4" Allowed = 0.975" l / l MAX BC PANEL TL DEFL = -0.102" @ 4'- 8.9" Allowed = 0.604" i SEASONED LUMBER IN DRY SERVICE CONDITIONS / 4-09-01 / 4-11-09 / 5-05-07 5-02-15 { 1 f MAX HORIZ. LL DEFL = 0.007" @ 20'- 3.2" 12 12 MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.2" M-5x6 12.00 � B.00 Design conforms to main windforce-resisting system and components and cladding criteria. C Wind: 140 mph, h=24.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(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 9 M-3x9 r,. M-3x4 M-1.5x3 io 0 ,<- I c 1 0 6 * "*9 7 8 M-3x4 M-3x8 M-3x4 M-1.5x3 M-3x5(S) ,1 l y l y 9-10-06 5-07-03 y 4-11-07 y , 0 P R pig y 14-00 6-05 y �\Co' .Gir\IE,�' t�i. 20-05 4C/ - 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - C11.1 Scale: 0.2328 ,'101111 WARNINGS: GENERAL NOTES, unless otherwise noted: IP it 7 , OREGON 10 1.Builder and erection contractor should be advised of all General Nates 1.This design N based only upon the parameter shown and b for an Individual } �, Truss: Cl and Waminga before construction commences balding component.Applkabilty of design parameters and proper 1+ 2.204 compression web bracing must be installed where shown+. incorporation of component la the responsibility of the building designer. , �r {A it F �"'�'^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et �✓ 1 Y Is the responsibility of the erector.Malone!permanent bracing of 2 o c and et 10 o c.respectively unless braced throughout their length by �..` �'y DATE: 5/22/2017 the overall structure Is the rc sibt f the building designer. Di Irapa as sheathing such as plywood sheathing(TC)whet shownand/or drywag(Bc). ( fl�L sPor' tiY e g3.2s Impact bridging or literal bracing required where Mown++ SEQ. : 1<3 2 2 7 2 7 5 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the respenalblty of the respective contractor. fastener are complete and at no time 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 teeny component. and are fo dry condition.of use. 5.Compurms has no control over and assumes no responsibility for the 6.Deign assumes NR bearing at et supports Mown.Shim or wedge If EXPIRES: 12/3112017 fabrication,handling shipment and Installation of components. 7.Design assumes adequate drainage is provided. May eyr2,xs0.17 8.This design is Nmished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IY, GJ L I TPLWICA in BCSI,copies of which will be furnished upon request, lines coincide 04m joint canter fines. 9.Digits indicate size of plate in inches. MITek USA Inn./CornpuTrue Software 7.6.8(11)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-05-00 GIRDER SUPPORTING 8-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1836) 291 7- 8=(-301) 399 7- 1=(-2047) 295 10- 9=( -69) 886 2x6 KDDF Al4BTR T2 2- 3=(-1829) 371 8- 9=(-312) 1261 1- 8=( -131) 1301 4-11=(-1364) 213 BC: 2x6 KDDF N14BTR LOADING 3- 4=(-1252) 298 9-10=(-253) 1906 8- 2=( -212) 104 5-11-) -93) 367 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -639) 205 10-11=(-253) 1406 2- 9=( -165) 177 11- 6=( -220) 1589 2x6 KDDF 42 A TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 20'- 5.0" V 5- 6=( -930) 241 11-12=( -85) 126 9- 3=( -185) 959 6-12=(-2176) 316 BC UNIF LL( 75.0)+DL( 80.0)= 155.0 PLF 0'- 0.0" TO 20'- 5.0" V 9- 9=( -278) 95 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -315/ 2297V -213/ 279H 5.50" 3.68 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 5.0" -325/ 2297V 0/ OH 5.50" 3.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.039" @ 12'- 2.5" Allowed = 0.975" 6-11-11 10-05-10 2-11-11 MAX TL DEFL = -0.072" @ 12'- 2.5" Allowed = 1.300" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-08-01 3-03-10 5-02-13 5-09-09 2-10-09 MAX HORIZ. LL DEFL = 0.009" @ 20'- 2.3" f f f 4' 4' 4' MAX HORIZ. TL DEFL = 0.016" @ 20'- 2.3" 12 12 Design conforms to main windforce-resisting 12.00 7 M-9x6 M-4x6 7q 12.00 system and components and cladding criteria. 3 M-3x8 4 \M-5x6 Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, �p (All Heights), Enclosed, Cat.2, Ex .8, MWFRS(Dix), gh!g:iff:Te::t6's tor= 6e eoetowind, r wishe truss only. M-3x9 �� M-4x6 TYPICAL AT NON- 41 STRUCTURAL HORIZONTAL INLETS. (2)M-1.5X3 OR EQUAL AT UPRIGHTS. 1 M-3x6 0 1 1 rJ N .F- Jr 0 7 * 8 9 10 11 *12 M-1.5x9 M-3x5 M-3x8 M-3x6 M-5x6(S) M-4x8 M-1.5x4 1 1 1 1 1 1 3-09-09 3-03-15 5-06 5-06 2-08-08 1 1 1V PROPe 19-00 6-05 20-05 :917200PE r" JOB NAME : FRENCH 5 PLEX WITH STEP - CH1 Scale: 0.2639 bow A . Wil WARNINGS: GENERAL NOTES, unless othervhea noted: OREGON 4ed.. I.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and la for en Individual // OREGON I V A t Truss CHL and Warnings before construction commences. building component.Applicability of design parameters and proper Z"` 2�� 2.2,4 compression web bracing must be Installed where Mown e. incorporation of component Is the responsibility of the building designer. '0 �'* 1 A 3.Additional temporary bracing Ie Insure stability during construction 2.Design assumes the tap and bottom Grants to be laterally braced et V 1 s"1' Is the responsibility of the erector.Additional permanent bracing of T o c and al 70 o.c respectivelyunless bracedmrougham their length by 41k� �� continuous sheathing such as plywood sheathing(TC)and/or drywsi(BC). ,(4R DATE: 5/22/2017 the overall structure is the responsibility of the burbling designer. 3.Di impact Ridging or lateral braang required where Mown++ SEQ.: K 3 2 2 7 2 7 6 4.No load should be applied to any component until ane,all braang and 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 Ina nen-corrosive environment, TRANS I D: LINK design loads be applied to any component. area are for"dry condition.of use. 5.CompuTrue has no control over and assumes no responsiblidy for the 6 Design�wmee full basing at ash supports shown Shim or wedge if EXPIRES: V I i 11']CL*. '1 e'1/31 JA Il A'3 faRkation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 23,20/1 I7-.I C1L t3 IL I(Lll 1/ 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,end placed so their center 'V1 TPNMCA in SCSI.copies of which MO be furnished upon request. lines coindde with joint center lines. 9.Dltds indicate Wee of plate in Inches. MITek USA,Inc.ICompuTrus Software 7.6.8(11)-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 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-835) 251 8- 9=(-317) 257 8- 1=(-883) 271 11- 6=(-115) 124 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-745) 393 9-10=(-335) 630 1- 9=(-105) 561 6-12=(-373) 210 WEBS: 2x4 KDDF STAND 3- 5=(-473) 349 10-11=(-179) 480 9- 2=(-129) 133 12- 7=(-199) 640 LOADING 4- 5=( 0) 0 11-12=(-192) 454 2-10=(-262) 216 7-13=(-885) 306 TC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1-640) 342 12-13=( -66) 88 10- 3=(-189) 258 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-588) 209 10- 5=(-127) 112 TOTAL LOAD = 45.0 PSF 5-11=( -57) 185 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -143/ 919V -272/ 29BH 5.50" 1.47 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) M-3x4 where shown; Jts:1-2,6-7,9,11-12 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) .. For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-03-14 MAX LL DEFL = 0.015" @ 10'- 10.6" Allowed = 0.975" f/ MAX TL DEFL = -0.024" @ 10'- 10.6" Allowed = 1.300" 8-11-12 1-10 /II /9-07-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS / 4-05-12 4-04-04 1-11-12 4-10-08 4-04-14 MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.2" MAX HORIZ. TL DEFL = 0.009" @ 20'- 3.2" f ,r ,( f,r ,r 12 12 Design conforms to main windforce-res is ti nq M-4x6 M-5x6 12.00F77 3 4 'CTJ 8.00 system and components and cladding criteria. /rA��1� 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=l.6,e End vertical(s) a exposed to wind, 1 Truss designed for loads in the plane of the truss only. 2 N • • o 4'4144411141114b. 4''' . ,� f �► `�. 11111r- yinPIPI:1 il'l _, 8** 9 10 11 12 a 13 M-1.5x3 M-3x8 M-3x5(S) M-1.5x3 J, y J' l 1 l 4-02-04 4-06 2-08-13 4-10-08 4-01-06 .( gip PROF y 14-00 y 6-05 ' 04GI NE'E.� % ` Sf .... 20-05 mak, 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - CH2 Scale: 0.2277 .• WARNINGS: GENERAL NOTES, unless olhenuae noted '� � OREGON /^SA,t L I.Builder and erection contractor should be advised of all General Notes 1 This design B based only upon the parameters shown and Is for an Individual ,// A_SJfI Ll1✓1 Y ='iL/ Truss: CH2 and Warnings before construction commences building component.Applicability of design parameters and proper L+ 7 ��" 2.2e4 compression Web bracing must be Insialbd where shown s, Incorporation of component b the responsibility of the building deelgner. ;�/'b 4' ./A 'k l 3.Additional temporary bracing to insure stability during wnetruction 2 Design assumes the lop and bottom chortle to be laterally braced at "C.l !"'Y, la the responsiNAN of the erector.Additional permanent bracing of 2 continuous end et ea10'hino.crespectively as ply unless braced throughout malt length by w�n I O- DATE: 5/22/2017 the overall structure is there responsibility f the building designer. 2 Impacts rdging or aterd brad god sheathing(TC)beO and/or drywau(Bc) Won tiY o g g 3.2a Impact bridging or lateral bracing required where Mown SEQ.: K3227277 4.No load should be applied to any component until ager all bracing and 4.Installation of trussthe responsibility of the respective contractor. fastener:are complete and at no time should any loads greater man 5.Design assumes trusses ses are to be used In a non-conosHe environment TRANS ID: LINK design loads be applied to any component. and are for"dry full bearing n"ol use. 6.CompuTmaManacontrol over and uwmeanoresponsibility for the 6.Design assumes hill bearing atagwpponsshown.Shimorwedgeif EXPIRES: 12/3.112017 necessary. labdcalion,handling,shipment end Installation of components. 7.Percesassumes adequate beth)face is provided. May 23,2017 6.This design is furnished cabled M the limitations set faith by B.Plates shall be bated on both faces of truss,and placed w their center TPWJICA M SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.D9ks indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bowie connector plate design values see ENS-1311.ESR.1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k1&BTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=(-9316) 760 1- 7=(-1196) 3599 2- 7=) -692) 3816 10- 5=(-630) 3730 BC: 2x6 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3026) 542 7- 8=(-1216) 7666 7- 3=(-4474) 772 WEBS: 2x9 KDDF STAND; 3- 9=(-7924) 1316 8- 9=(-1228) 7769 3- 8=( -286) 1984 2x9 OF STAND A LOADING 9- 5=(-2958) 530 9-10=(-1228) 7764 8- 9=( -382) 910 LL = 25 PSF Ground Snow (Pg) 5- 6=(-4216) 794 10- 6=(-1210) 3548 9- 4=( -278) 1746 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 9-10=(-4710) 808 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO 8'- 8.0" L BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA J'--- ( 2 ) complete trusses required. BC UNIF LL( 937.5)+DL( 350.0)= 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -760/ 4284V -2000/ 20008 5.50" 6.85 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -760/ 9289V -2000/ 2000H 5.50" 6.85 KDDF ( 625) XX9" oc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 6" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 9" oc in 1 row(s) throughout 2x9 webs. 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 = -0.098" @ 3'- 10.2" Allowed = 0.938" MAX TL DEFL = -0.085" @ 3'- 10.2" Allowed = 0.583" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LI, DEFL = -0.014" @ 0'- 5.5" / 1-00 / 7-08 / 1-00 / MAX HORIZ. TL DEFL = -0.024" @ 0'- 5.5" 1 I ICOND. 3: 2000.00 LBS SEISMIC LOAD. 1-00 2-06-11 2-08-07 2-04-15 1-00 Design conforms to main indforce-resisting system and componentsand cladding criteria. 12 12 12.00 7 N 12.00 Wind: 190 mph, h=20.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-4x10 M-5x6 2 3 4 5 / , 1:: ::1 _________- _ _ -----_____________ . m - , 1 '1 1 1 ,1I. I I - m 10 o � l0 1 7 8 9 10 �6 0l M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 M-6x8 1 l I l i l 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 I 1 9-08 .\c�t,p P R 0FFss •9200PE. re JOB NAME : FRENCH 5 PLEX WITH STEP - DH1 - Scale: 0.5357 41111W �. WARNINGS: GENERAL NOTES, unless otherwise noted illi OREGON kt 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for an Individual Y L.3fl Gk�4dI V "V Truss: DH1 and warnings before construction commences. building component.Applicability of design parameter.end proper N 2.2114 compression web bredng must be installed where shown♦ Incorporation of component Is the responsibility of the bulging designer. /70 9�" {/I i© �"tA A,,3 Additional temporary bracing to insure srebillly during construction 2.Design assumes the top and bottom chords to be laterally bated at !H' Is the responslNAty of the erector.Additional permanent bracing of Y a.c.and al l O c.hin respectively unless buten throughout Maly length by R�l f L.+ DATE: 5/22/2017 the overall structure is the responsibility f the building designer. 2 Impact ssheatglor ltehesacing re airedshestwhere shunsgor drywap(BC). 4r span SY c g g 3.2s Impact bridging or lateral bracing required where mown+ SEQ. : K 3 2 2 7 2 7 9 4.No load should be applied to any component until after all bredng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes Misses are to be used Ina non-wrong,environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition.of use. 5.Compuirue has no control over and assumes no responsibility for the 8.Design assumes WN bearing at aq supports shown.shim or wedge if EXPIRES: [[+.. 12/31/2017 p n/ i Jh 11 A'3 fabriotion,handling,shipment end hntallation of components. 7.Design assumes adequate drainage is provided. May 23,2017.IRL4] fL Ilf-ll l! 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,end placed so their center TPVWICA in SCSI,copies of which will be furnished upon request. tins coincide with joint center tins. 9.Digits indicate sire of plate in inches. MITek USA,Inc/CompuTrus Software 7.6.8(1L)-E to.For bask connector plate design values see ESR-1311,ESR-19881MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 89 2-4=0) 0 BC: 2x9 KDDF 416BTR SPACED 29.0" O.C. 2-3=(-56) 26 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" 12 TOTAL LOAD = 95.0 PSF 0'- 0.0" -72/ 261V -21/ 74H 1.50" 0.92 KDDF ( 625) 12.00 V 0'- 11.2" -14/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -40/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,4I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing.I BOTTOM CHORD CHECKED FOR lOPBF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.090" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' o load duration factor=l.6, NTruss designed for wind loads o in the plane of the truss only. 2 I A- M I o I N 0 0 // //4 1 -3x4 1 0.6 , `EO PRQ/ l 1-00 b 1-00 b Ca. t�G,N�� / • 410 Q4 .17 4 89200PE c' JOB NAME : FRENCH 5 PLEX WITH STEP - DJ1 " Scale: 1.1785 L� WARNINGS: GENERAL NOTES, unless otherwise noted: • I.Sunder and erection contractor should be advised of al General Notes 1.TVs design Is based only upon the parameters shown and is for an individual 7,/ /J OREGON sem.' L"Sr/ Truss: DJ1 end Warnings before m aim:11°n commences building component Applicability of desgn parameters and proper , zJ N rti T 2a4 compression web bracing mast be Installed where shown 4. Incorporation of component Is me reaponalblity arms building designer. ^h "�P}+' 14. ZQ� �^^}- 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords la be laterally braced at V Is the respanAbiNty of the erector.Additional permanent bracing of 7coa.c.and at 10'a.c.respectively unless braced throughout their length by DATE: 5/22/2017 the overall structure is the respundbility of the buildingdesigner. Impact asngorng latenasptyngotl actedsheatineres0 Dnandfor drywaA(BC). ,� �'L,,,.• e 3.2s impact bridging or lateral bracing requited ulnar.shown.. SEQ. : K3227280 4.No load slunk!beapplied toany component until after all bredngand 4.InstaUalionoftruss lathe responsibility ofthe respective contractor. fasteners are compete and at no time should any wads greater then 5.Design assumes trusses are to be used Ina non-mrrosNe environment. TRANS ID• LINK design leads be applied to any component. end are for"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Deng assumes fun beanng at an supporta shown.shim or wedge it EXPIRES:' 12/31/2017 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 forth by S.Plates shall be located on both faces of truss.and placed so their center TP WJTCA In SCSI.coulee of which will be furnished upon request. lines coincide with(slot center lines. 9.Digits Indlcete sale of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E t0.For bade connector plate design values see EBR-1311,ESR-I BOB(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-02-00 DUTCH SETBACK 1-00-00 FROM END WALL INC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF I{1&BTR 9-02-00 GIRDER SUPPORTING 36-06-00 1- 2=(-3932) 690 1- 7=(-1230) 3412 2- 7=( -582) 3496 10- 5=(-572) 3424 BC: 2x6 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2754) 492 7- 8=(-1062) 6862 7- 3=(-3922) 666 WEBS: 2x9 ROOF STAND; 3- 9=(-6532) 1156 8- 9=(-1072) 6949 3- 8=( -264) 1850 2x9 DF STAND A LOADING 4- 5=(-2696) 982 9-10=(-1072) 6994 8- 9=( -382) 886 LL = 25 PSF Ground Snow (Pg) 5- 6=(-3844) 676 10- 6=(-1294) 3372 9- 4=( -256) 1602 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 2.0" V 9-10=(-4134) 698 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO 8'- 2.0" L BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA J'- ( 2 ) complete trusses required. BC UNIF LL( 931.2)+DL( 345.0)= 776.2 PLF 0'- 0.0" TO 9'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -709/ 4010V -2000/ 2000H 5.50" 6.92 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 2.0^ -709/ 4010V -2000/ 2000H 5.50" 6.42 KDDF ( 625) XXXX 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 6" o n 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-7 paf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x9 webs. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.038" @ 3'- 8.2" Allowed = 0.912" MAX TL DEFL = -0.067" @ 3'- 8.2" Allowed = 0.550" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-00 7-02 1-00 MAX HORIZ. LL DEFL = -0.012" @ 0'- 5.5" 1' f .f ,( MAX HORIZ. TL DEFL = -0.020" @ 0'- 5.5" 1-00 2-04-11 2-06-07 2-02-15 1-00 ICOND. 3: 2000.00 LBS SEISMIC LOAD. 1' '1 1 1 ' '1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 17 'Cc-,112.00 Wind: 140 mph, h=19.7ft, 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-5x6 M-3x8 M-3x10 M-5x6 2 3 4 5 111"------------------------:-----------:---------- - _..----------- -.."-.."----------------- ' ..........------....---.---------......:------,---.....--------.. - - 45 N to 1">-<„, 7 8 9 10 ....>r 6 M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 =M-6x6 l ) ) , , l 1-03-08 2-04-11 2-02-15 1-11-07 1-03-08 9-02 .�c 0 PR0,Pe,s ,_.14.4 89200PE r JOB NAME : FRENCH 5 PLEX WITH STEP - EH1 _, . Scale: 0.5989 . 44 WARNINGS: GENERAL NOTES, unless otherslee noted: II. OREGON f.".'1"s I'1�a1 /a I.Builder and erection contractor should be advised of all General Notes I.This design Is based only pen the parameters shown and b for an individual /� A�_V f7CL7'1„J tl w "V Truss: EH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �L ""7� ^1\ .AL` 2.204 compression web bracing must be Installed where shown+ mco,peratlon of component lathe reaponstbt8y of the batnteg designer. �/t '7�' V 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to los laterally braced et S.��/(��/j_ 14 2-�*v ` �Sa. ength by Is the responsibility of the erector.Additional permanent bracing of continuous sheaMingrsuch as plywood sheathing(TC)andespectively unless braced throughout/or Ery ir Iwell(BC) -( ��.I`y... DATE: 5/22/2017 the overall structure Is the reeponaibEtp of the building designer. 3.25 Impact bridging or lateral bracing required where shown«« SEQ.: K 3 2 2 7 2 8 2 4.No load should be applied to any component until after all bracing and 4.Installation Designtio�mt s tsiiss the responsibility bustA f t e respective espect e contractor. fasteners are complete and at no time should any loads greater than deake leads be applied to any component. and are for"dry condition"or use. TRANS I D: LINK 5.CempuTma has no con of over anti assumes no responsibility for the 6.Design assumes M I bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment end insteletion of components. 7.Design assumes adequate drainage is provided. May A.a 23,x1L017 6.This design Is furnished subject to the limitations set fort by S.Plates shall Be located on both faces of truss.and placed so their center y L I I TP WVICA In SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Inn./CompuTrus Software 7.6.8(10-E 10.For bask connector plate design values see ESR-1311,ESR-195e(MOW) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 84 2-4=(0) 0 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-56) 26 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 12 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 POE' 0'- 0.0" -72/ 261V -21/ 79H 1.50" 0.42 KDDF ( 625) 12.00 0'- 11.2" -19/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -90/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [PROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. ) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.090" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 -/ MAX HONED. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 11 ' (All Heights), Enclosed, Cat.2, Exp.B, MEETS(Dir), ' o load duration factor=l.6, Truss designed for wind loads 2 o in the plane of the truss only. ti rvl O I N oI O / 11 / 4 1 -3x4 1 p PRQPF'<() , � ssl 5 ,fV / ?1-00 1-00 r�,' . ,Qt � i' 89200PEt- - JOB NAME : FRENCH 5 PLEX WITH STEP - EJ1 • Scale: 1.1785 44111"'"7>-In WARNINGS: GENERAL NOTES, unless otherwise noted: Oro O pu, , Trus s E J I 1.Builder and erection conlreaor should be advised o/an General Notes 1.This design la based only upon the parameters shown and is for an individual '4✓I Y and Warnings before construction commences. building component.Applicability of design parameters and proper 4, 40,�q 2.204 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. /�/+� '1 r i AA� A©\ 3.Additional temporarybract to Insure stabil dun 2.Design assumes me lop and bottom chords to be lateraly braced et (,� )s/'. t+ bracing stability ng construction 2 o.c.and et 10'o c.respeaNey unless braced throughout Meir length by ` r� Is the responsibility of the armed.Additional permanent bracing of continuous sheathing such as plywood ahe d thin(TC)and/or drywal(BC). 'Z'R R i`-. DATE: 5/22/2017 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K3227283 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responlbllly of the respective contractor. fasteners are complete and at no ems should any loads greater than 5.Design assumes trusses are to be used in a nonoorrosNe environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of aro. 5.CompuTroa has no control over and assumes no responsibility for the 6.Design rosumes lull bearing al all supports shown.Shim or wedge If EXPIRES: .{ty j/] //]/11 7. fabrication,handling.shipment end Installation of components. nmeroary. I fJ J Lll 7.Pates hall b esadequate drainage to Inas, d. May 23,20 1 7 6.This design Is furnished subject to the Ilmltellona set forth by 8.Plates shall ba located on both tacos of trues,and placed so their anter TP WVICA In SCSI,copies of which will be furnished upon request. linea coincide with Joint center lines. uTrus Software 7.6.8 1L E 0.oigls indicate size of plate in inches. MiTek USA,Inc./Cam P ( )- 10.For basic connector plate design values see ESR-131/,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-08 MONO HIP SETBACK 4-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 19-01-08 GIRDER SUPPORTING 20-05-00 FROM 8-03-00 TO 19-01-08 1- 2=( 0) 84 2-10=1 -820) 3548 10- 3=( -666) 3342 14- 7=( -802) 3690 BC: 2x8 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-5232) 1154 10-12=1-1514) 6696 10- 4=1-4568) 1056 15- 7=( -142) 1164 WEBS: 2x4 KDDF STAND; 3- 4=1-3548) 830 11-13=1 -52) 226 4-12=1 -438) 2858 7-16=1-5506) 1272 2x6 KDDF #2 A LOADING 4- 5=1-6800) 1570 13-14=(-1176) 5294 11-12=( -468) 2828 16- 8=1 -138) 94 LL = 25 PSF Ground Snow (Pg) 5- 6=1-5626) 1324 14-15=1 -706) 3070 12-13=1-1110) 5030 TC LATERAL SUPPORT <= 12"OC. CON. TC UNIF LL( 50.0)+DL( 20.01= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-5134) 1202 15-16=( -706) 3070 12- 5=( -558) 2414 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 30.01= 105.0 PLF 4'- 0.0" TO 19'- 1.5" V 7- 8=( -66) 82 13- 5=( -52) 596 BC UNIF LL( 0.0)+DL( 30.01= 30.0 PLF 0'- 0.0" TO 19'- 1.5" V 8- 9=( 0) 0 13- 6=( -660) 198 BC UNIF LL( 230.2)+DL( 184.21= 414.4 PLF 8'- 3.0" TO 19'- 1.5" V 6-14=(-2150) 562 NOTE: 2x4 BRACING AT 24"OC CON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 40.01= 140.0 LBS @ 4'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL. BC CONC LL+DL= 2353.0 LBS @ 7'- 4.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -890/ 4107V -96/ 166H 5.50" 6.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19'- 1.5" -1252/ 5461V 0/ OH 5.50" 8.74 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Full height blocking is required at right bearing BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP Jr ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Attach 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. nails staggered: V99" oc in 1 row(s) throughout 2x4 top chords, " o n 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = =0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x9 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = 0.058" @ 7'- 5.8" Allowed = 0.910" 0-02-12 MAX TL DEFL = -0.118" @ 7'- 5.8" Allowed = 1.214" 3-11-11 7-05-02 1-10-02 5-10-09 I♦' SEASONED LUMBER IN DRY SERVICE CONDITIONS f '1' f f '1 MAX HORIZ. LL DEFL = -0.016" @ 18'- 9.0" 3-11-11 3-03-05 3-10-05 2-01-10 2-10-12 2-09-01 MAX HORIZ. TL DEFL = 0.032" @ 18'- 9.0" 1 +140# 4 f T T 1' 12 12 Q 6.00 Design conforms to main windforce-resisting 12.007 system and components and cladding criteria. M-4x6 Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 M-3x10 M-5x10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 5 load duration factor=1.6, 0* M-5x6 M-4x10 M-1.5x3 End vertical(a) are exposed to wind, 6 7 89 Truss designed for wind loads _ I -/ in the plane of the truss only, A N o L -`- A o ut hl- 0 10 7 /12 ` 0 1 7M-5x16 M-3x8 I I I \ Ili ti 11 13 14 15 $16 M-5x10 M-4x10 M-4x6 M-3x10 M-4x6 MSHS-10x18+ l l2353# , l , y 3-10-04 3-07-08 3-09-05 2-03-06 2-07-04 2-11-13 p/fir V l l l l ti `ry PR op FS l-ooy 7-03 11-10-0e l COQ G,NIF4 '',/ 1-00 19-01-08 p /�ry s....,., `z- 89200PE C+ JOB NAME : FRENCH 5 PLEX WITH STEP - FH1Scale: 6.2540 ,._ WARNINGS: GENERAL NOTES, unless olharwlea octad 7 OREGON 1A ja I.Builder and erection contractor should be advised ofd General Notes 1.This design la Weed only upon the parameters shown and is for an Individual fl LI V I V\ 'v[�( Truss: FH1 and Warnings before conetnedion commences building component.Appllc"blllty of design parameters and proper fd. i} A 2.2e4 compresNon web bracing nw.t be installed where shown+. Incorporation of component Is me reeponcbglly of the building designer. 0 -7�" 1 4 V 3.Addlisnal temporary bracing to Insure stability during construction z Design assume the cop and bottom chords to be laterally braced at los.. by is me responsibility of me erector.Additional permanent bracing of continu u asheathing respectively such as e1plywood sheathing(TCunless braced )andhout/or dr/m.0 ir BC i.� 1 10- `�,� DATE: 5/23/2017 the overall structure k the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown t• SEQ.: K3227285 4.No load should be applied to any component until after all bradng and 4. sallation of tawas the.retob usedfty t theenoeKmrerespective venitrator. fasteners are compete and at no time should any loads greater than Design assume design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.cornpar ue has no control over and assumes no reaponsibl y for he 6.Design assumes MI bearing at a8 supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. May 23,2017 6.This design Is furnished subject to the limitations set forth by e.Plates shag be located on both faces of truss,and placed so their center TPIMRCA In BCSI,copies of which wit be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate sire of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)E 1g.For basic connector plate 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'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-77) 57 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" -36/ 310V -33/ 101H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -89/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ LOH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Ie ROVIDE FULL BEARI NGj Jt9:2,3,91 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1C OND. 2: Design checked for net(-7 psf) uplift at 29 "on spacing. I BOTTOM CHORD CHECKED FOR 10 PSF 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" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T 1' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.7" Allowed = 0.147" 12 MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.003" @ 1'- 12.0" Allowed = 0.206" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 3 -0' MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. F' Wind: 140 mph, h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ti Truss designed for wind loads I in the plane of the truss only. 0 I c9 t+l /- O 1 1111111111111O 0 0E00, M-3x4 1 1 l l 1-00 4-00 ��.:,' PRpF ss �r„5 „Gt NE', ..,„ �0� 89200PE r- JOB NAME : FRENCH 5 PLEX WITH STEP - FJ1 ,,1/...- Scale: 0.6820 -'� •` --� IP WARNINGS: GENERAL NOTES, unlesson the arnoted �� ,�OREG^RI 40 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 OREGON I Y AN Truss: FJ 1 and Wamings before construction commence. building component.Applicability of design parameters and proper incorporation 2.2e4 compression web bracing must be installed where shown 0. Incorporation of component Is the responsibility of the building designer. �f6 {4 -•L\,= 3.Additional temporary bracing to Insure stability during construction 2.Design sesames me top and bottom chords to be laterally braced et V( 7 Is the raspun5bWAty of me"rector.Additional permanent bracing of Zoo.end et 10 o.c respectively unless braced(TE) ,rthroughout their length by �� DATE: 5/22/2017 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing Srsuch as plywood sheathln where 51 end/or tlrywaA(BC). ��"""/// g 3 2a Impact bridging r later.'bracing required where show,++ SEQ.: K3 2 2 7 2 8 6 4.No load should to applied to any component until atter all bracing and 4,Installation of truss the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater Man 5.Designsign assumes trusses are to be used In a non-conosNe environment, TRANS ID: LINK designloadsbeeasedtoanycomponent. .nd.r.ror^aryconatilon of use. G CompuTrus has no control over and assumes no responsibility for the 6.Design sesames full bearing at all supports show,.Shim or wedge If EX (']�[j C{+', !]/r] / n fabrication,handling,shipment and installation of components. necessay. q /l�- flG t3 C J l lJ 7.Dedgneseumeladequate bothfagekprovided. May 23,2017 6.This design Is furnished eub(eA to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copse of which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs Indicate slae of plate in inches. MITek USA,Inc./CompuTfus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7588(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 REEF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-106) 92 3-4=( 0) 0 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -27/ 391V -55/ 149H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -80/ 1410 0/ OH 1.50" 0.18 KDDF ( 625) 4'- 0.0" 0/ 95V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,5I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-11-11 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 f f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.003" 12 MAX TC PANEL LL DEFL = 0.034" @ 2'- 2.0" Allowed = 0.291" 3 MAX TC PANEL TL DEFL = 0.032" @ 2'- 2.0" Allowed = 0.437" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS '' MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" 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), I load duration factor=1.6, o Truss designed for wind loads I , in the plane of the truss only. r+1 0 Ir� o M-3x4 1 y l l 1-00 4-00 „<0\ PROFFss 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - FJ2 ,.,, / "" Scale: 0.5748 r 02•:In ,� WARNINGS: GENERAL NOTES, unless otherw4se noted' OREGON (J z�` 1.Builder and median contractor should be advbed of all General Notes 1.This design is based only upon the parameters shown and is for an Individual O(-1 G1.71✓1 e1 a�`v Truss: FJ2 and Warnings before cenetrudlen commences. building component.Applicability of design parameters and proper �i� �} 40�� " 2.2e4 compression web bracing must be mstalbd where shown 5. incorporation of component Is me reepondbSty of me building designer. "7 3.Additional temporary bracing to Insure stability during construction 2.Design aswmes the lop and bottom Words to be laterally brecad at by Is the responsibility of the erector.Additional permanent bracing of continuous asheathing respectively such as ply unless sheathing(TC) throughout E)e,nntheir dry boom). 3 Ai�1 DATE: 5/22/2017 the overall stmctue is the responsibility r the buikgn designer. su replywood quired s er.n 0r drywal(BC). l.� {r epon gY o 9 g 3.?x Impact bridging or lateral bradng required wMre Mown*• S E K 3 2 2 7 2 8 7 4.No load should be applied to any component until after all bradng and 4.Installation or truss la the responsibility Dane respective contractor. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design beds be applied to any component. and are for"dry condition"of use. TRANS I D: LINK s.compurme hes no control suer and assumes no responsibility for the 5.Design assumes Ng bearing at al supports Mown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handing.shipment and installation of components. 7.Design assumes adequate drainage is provided. May 23,2017 8.This design Is furnished Gibed to the!Nonagons set forth by 8.Plates shag be located on both faces or trues,and placed so their center TPIMTCA In SCSI,copies or which will be furnished upon request lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CampuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-fBeH(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) 0 BC: 2x4 KDDF #15BTR SPACED 29.0" O.C. 2-3=(-301) 251 3-4=( -78) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX /LORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -19/ 325V -92/ 231H 5.50" 0.52 KDDF ( 625) LL = 25 PST Ground Snow (Pg) 3'- 5.2" -181/ 262V 0/ OH 1.50" 0.39 KDDF ( 625) 3'- 9.2" 0/ 90V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -99/ 761/ 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,5,41 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP f_ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 1 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 = 0.000" @ 0'- 0.0" Allowed = 0.002" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.003" MAX TC PANEL LL DEFL = 0.011" @ 1'- 8.7" Allowed = 0.291" MAX TC PANEL TL DEFL = 0.010" @ 1'- 8.7" Allowed = 0.937" 1°).1 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.003^ @ 5'- 10.9" MAX HORR. TL DEFL = -0.003" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ,-1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �, load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. ro CD PlgjlIllMIIIIIIuo o yi oo y 4-00 y 1-11-11 y ��RVi PROpE 444 'V �' $9200PE r JOB NAME : FRENCH 5 PLEX WITH STEP - FJ3 -400111"1Scale: 0.4680 a --� WARNINGS: GENERAL NOTES, unless othenMse noted * OREGON A�-GO I fir' I.Builder and erection contractor should be advised of all General Notes 7.This design is based only upon the parameters shown and Is for an Individual 77 !l0.1.71114 ^'(. Truss: FJ3 and Warnings before construction commences. building component Appllubllity of design parameters and proper 2.204 compreedon web bracing noel be Installed where Mown a. Incorparatlon of component Is the responsibility of the building designer. fJ'y )+" f'1°� �'�+. 3.Addplonal temporary bracing to insure atebllfty during construction 2.Design assumes the top and bottom chords to be laterally braced et V f+ by is the responsibility of the erector.Additional permanent bracing of continuous and al l e hip rsuch as ply unless sheacetl)IC)a d/rhey length). P1R 10- DAT E: 5/2 2/2 017 the overall structure is the responsibilty of the building designer. mpactsheathing or sueh as plywood required a where etionn+r drywaA(BC). 3.ZS Impact bridging ar the ere bracing required eTere shown++ SEQ.: K3 2 2 7 2 8 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is are orsy of the respective contractor. laaenem are comptrussestBa ete and at no time should any loads greater 5.Design assumes are to be used In a non-oorresroe environment, TRANS I D: LINK design loads be applied to any component. and are for dry conditionof u:.. 5.CompuTma hes no control over and mums.no responsibility for the S.Design assumes full bearing at all supports(Mown.Shim or wedge If EXPI RES: 12/31/2017 fabricsAon,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 faces of Alin,and placed so their anter TP WATCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. S.Digits indicate sire of plate In Inches. MITsk USA,Inc./CompuTrue Software 7.B.8(1L)-E 10.For basic connector plate design values see ENR-7317,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=(-160) 146 9-5=(-255) 239 4-1=(-199) 82 BC: 2x9 KDDF 416BTR SPACED 29.0" O.C. 2-3=( -15) 7 1-5=(-200) 225 WEBS: 2x9 KDDF STAND 5-2=(-172) 160 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4-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 = 95.0 PSF 0'- 0.0" -24/ 185V -99/ 143H 5.50" 0.30 KDDF ( 625) .. For hanger specs. - See approved plans 3'- 10.5" -89/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.027" @ 1'- 8.7" Allowed = 0.239" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.024" @ 1'- 8.7" Allowed = 0.358" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.0" 3-06-12 0-03-12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.0" T f ' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.0017 Wind: 140 mph, h=21.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 3 load duration factor=1.6, -/ End vertical(s) are exposed to wind, Z Truss designed forwind loads in the plane of the truss only. 1 M-3x9 II M 1111111 N f 41. m 1 0 I N 1111111111111110._ .. 9 e* e* 5 M-1.5x3 M-3x4 y 3-10-08 y 'O PRo� 6s INJ 74, "44 17 Gt 4.r..:89200PE r• JOB NAME : FRENCH 5 PLEX WITH STEP - FJ4 r4 :.*r Scale: 0.9909 WARNINGS: GENERAL NOTES, unless Athena.noted f"lb i�I'�f1AI 1.Builder and erection contractor should be advised orad General Nate. 1.This design Is based only upon the parameters shown and Is for an IndNldual 9j A-OREGON tJ1 V #_,_ '�{/r Truss: FJ4 and Wamingsbefore mnpructioncommences. building component.Applicabiliyofdesign parameters and proper J... -ay Ya AN Z.2a4 compression web bracing must be petalled where shorn i. Incorporation of component Is the responsibllity of the building designer. `J't. •• {�I O- `4 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bohem chorda to be laterally braced et '�w(/J I�P ��h h,me responsibily of Me erector.Additional permanent bracing or 2 ntinuouaasheathingrsuch a plywood Meaced trcj dna r nisi en th by - `'�R R.4�,'a,, DATE: 5/22/2017 the overall&whi a Is the responstbility piths building designer. 3.Zr Impact bridging or lateral bracing required where shown F• SEQ.: K3227289 4.No load should be applied to any component until after all bracing and 4.Design Installation truss the ea RnsibiliyyeM.enonprdtiviveen tractor.environment, fasteners are complete and at no Oma should any loads greater than g be design lose.be applied many component and are for'dry condition"of use. TRANS I D: LINK S.compuTms nae no control over and assumes no r.aponsibn y far the S.Design as lbqsumes Nil bearing at al supports shove.Shim or wedge if p EXPJ RES: 12/31/2017 fabrication,hand ,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. May 23,2017 S.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 TPIPPTCA In BENI,copies of which slit be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA Ino./CofnpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESP-1311,ESR-t988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 DC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 129 5-6=1-259) 246 5-2=(-403) 161 BC:. 2x9 KDDF #1&BTR SPACED 24.0" S.C. 2-3=(-166) 194 2-6=(-205) 227 WEBS: 2x9 KDDF STAND 3-4=( -15) 7 6-3=(-170) 169 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. 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: 18.0" 0.0" 0'- 0.0" -39/ 440V -104/ 163H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -85/ 213V 0/ OH 5.50" 0.34 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL FII__ REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.010" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.026" @ 2'- 0.4" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.026" @ 2'- 0.4" Allowed = 0.373" 3-08-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4 T T 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 6.5" MAX HORIZ. TL DEFL = -0.001" @ 3'- 6.5" 8.00 17. M-1.5x3 4 3 Design conforms to main windforce-resisting system and components and cladding criteria. jWind: 140 mph, h=21.2ft, 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. u1 ti M-3x9 i rn O 2 1 i- 2O w N I P-- 1 0 I ti 111111111111111111111111..- GM 5 PEZEO 6 M-1.5x3 M-3x4 l l l 1-06 4-00 k( d PR pFF6,s • .,c, ANG►N��9 i% . ' 89200PE r.* JOB NAME : FRENCH 5 PLEX WITH STEP - FJ5 �• Scale: 0.5271 ,x.' WARNINGS: GENERAL NOTES, unless on the parameters noted. (^Z p O^1 1.Builder and erection contractor should be advised of al General Notes 1 This design Is based only upon the parameter shown end Is for an Individual Ll 1.✓1 V 404C4-- Truss: FJ5 and Warnings before construction commences. building component Appllcabgty of design parameters and proper 2.204 compression web bracing mud be installed where shown*. Incorporation of component Is the responsibility of the building design.,. �/"\ Y* {4t_\ T� 3.Additional temporary bracing to Insure stability during construction 2 Design aawmea the tap end bottom chords to be IebralN braced et Vl 1 la the responsibility of the erector.Additional permanent bracing of 2 contme.inuous and at 1 a hio.n respectively ply unless braced(TC)and/or their length). MF f R 1 r c0 Imp et shgingi org eter l b acing rplywooe usir a whereC)own"drywafl(BC). C • DATE: 5/22/2017 the overall structure le the responsibility ohne building assigner. 3.za Impact bridging or lateral breang required where shown*. . SEQ.: 3 2 2 7 2 9 0 4.No load should be applied to any component until after all bradng and 4.Installation ofttuss Is the responsibility arthe respective contractor, fasteners are complete and at no time should any loads greater than 5.Design sesames trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads beapplied to any component. and are for"dry condition.cruse. 5.CompuTrue hes no codrol over end assumes no rsaponeibiiey for the 8.Design assumes NI bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/31/201 7 y. fabrication,handling,shipment and Installation of components. 7. naass I F J /LLI Design hall be on drainage fce to Inns,d.an May 23,2017 8.Thh design Is furnished cabled mina Imitations set forth by e.Plates shall be boated on both faces of truce,end placed so their center TPIN4TCA In SCSI,copies of which will be furnished upon request. Ines coincide 04th Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 1 L E 9.Digits indicate doe of plate In inches. P ( )- 10.For bask connector pate design values see ESR.tUt 1,ESR-1988(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 #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-9=(0) 0 BC: 2x9 KDDF #1HBTR SPACED 24.0" O.C. 2-3=(-73) 51 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 = 95.0 PSF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [PROVIDE FULL BEARING:Jts:2,4,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. hI_ OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacihq. 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f f MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 V MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -/ Design conforms to m indforce-resisting system and components rand cladding criteria. 011ig°g°141°°°111111°11°1 Wind: 140 mph, h=20.2ft, 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. H 0 N m /- . I ,, 0 4 W= M-3x4 1 l l ci 1-00 2-00 .. :R` O 'R OE?OA, 89200PE. JOB NAME : FRENCH 5 PLEX WITH STEP FSJ1 Scale: 0.6820 /11001 4019 ,'� , Ae_"1.1 Cy WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON /el. 7.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la ler an Individual OREGON'V Ms,� '(/ Truss: FSJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper �} AN 2.274 compression web bradng must be Installed where shown+. Incorporation af component is the reaponstbtllly of the building destgner. <0 '7)'" 1 4 2.,O 4 3.Additional temporary bracing to Inure stability during construction 2.Design assumes me top and bottom chortle to be laterally braced et I lathe rospo bitty of the erector.Additional permanent bracing of P o.c.end at 10'ex.respectively unless braced throughout their length by 11`+w,,,R I lm+ DATE: 5/22/2017 the oven[[structure k the responsibility f the building deo 2 Impacts sheathing such as plywood required where a son er drywall(BC). (y ra.f7 �I,+ apo^ tiY o g Igner. 3.2x Impact bridging or lateral bracing required where shown*4 SEQ.: K3 2 2 7 2 91 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 an complete and at no time should any bads greater than 5.Design assumes trusses are to be used in e noncorrosive environment, TRANS ID•" LINK design beds be applied to any component. and are for"dry condition.of use. 5.CompuTnn has no control over and assumes no responsibility for the 8.DesIgn a msem�wmea NY baring at all supports 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 S.This design is furnished ambled to the[Imitations set forth by B.Plates shall be located on both faces of truss,and placed so lheb center TP WdICA In BCS[.copies of which will be furnished upon request. lima coincide with joint center linea. s.Digits Indicate alms Inches. MiTek USA,Inc./Com uTrus Software 7.6.8(1L)-E 10.For basic connectorplate design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-00-00 HIP SETBACK 2-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16.BTR 10-00-00 GIRDER SUPPORTING 3-06-00 1- 2=(-900) 212 1- 6=(-1902) 1779 6- 2=(-187) 556 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-592) 121 6- 7=( -760) 1966 6- 3=(-863) 492 WEBS: 2x9 KDDF STAND 3- 9=(-542) 121 7- 8=( -760) 1966 7- 3=) 0) 178 LOADING 4- 5=(-900) 212 8- 5=(-1902) 1779 3- 8=(-863) 492 TC LATERAL SUPPORT <= 12"00. UON. LL = 25 PSF Ground Snow (Pg) 8- 4=(-187) 556 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 2'- 0.0" V TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 2'- 0.0" TO 8'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 8'- 0.0" TO 10'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"0C UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 0'- 0.0" -110/ 761V -2000/ 2000H 5.50" 1.22 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 18.8)+DL( 15.0)= 33.8 PLF 0'- 0.0" TO 10'- 0.0" V 10'- 0.0" -110/ 761V -2000/ 2000H 5.50" 1.22 KDDF ( 625) TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 2'- 0.0" .. LL TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 8'- 0.0" .OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.013" @ 5'- 0.0" Allowed = 0.454" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TL DEFL = -0.020" @ 5'- 0.0" Allowed = 0.606" SEASONED LUMBER IN DRY SERVICE CONDITIONS BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.008" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.010" @ 0'- 5.5" 1-11-11 6-00-10 1-11-11 'COND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting 1-11-11 3-00-05 3-00-05 1-11-11 system and components and cladding criteria. 23.30# 1 23.30# fWind: 190 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 N12.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 M-4x6 j M-3x8 34Alw-1 4k 1111 ii 1111. ,fII- _,o in O -"O l0 1�' 6 7 B � 5 I O M-3x4 M-3x4 M-1.5x3 M-3x4 M-3x4 l l . . i• 1-10-04 3-01-12 3-01-12 1-10-04 y 10-00 ' 4i1,0) PROFESS �cjyyGl N .� /0 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - GH1 ./!-00' Scale: 0.9870 ,/{ er WARNINGS: GENERAL NOTES, unless othendse noted ✓ OREGON )a 1.Builder and erection contractor should be advised of all General Notes 1.This design h based any upon the parameters shown and Is bran Individual 1Jf7 C\.7�.J'Y a�� =,., Truss: GH1 and Warnings before construction commences. building component.Applicability of design parameters and proper ` 2.204 compression web brsdng must be instated where shown« Incorporation of component Is me responsibility of the building designer. f/'ti 'Al {A l•] 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laleralty braced el .,! 1`1', 4 ea, by is the responsibility of the erector.Additional permanent bracing o/ T o c.end et ea10'o n.respectively ply unless braced throughout mak length). 41E` �F110- DATE: (0-'el?' DATE: 5/22/2017 the overall structure Is the responsibility of the building tlesigneL continuous edging orng such as plywood requiredWeatwhere s and/or tlrywall(BC). ��"""/// 3.2s Impact bridging or lateral bracing shown++ SEQ.: K3 2 2 7 2 9 3 4.No road should be applied to any component until after all bracing and 4.Installation of trues Is the reponsi of the reapedive contractor. fasteners are complete and at no time should any loads greater than 8.Design assumes busses are to be used In a non-corrosive environment, TRANS ID• LINK design loads W applied to any component. and are for"dry condition.oluse. 5.c,,,True has no control over and assumes no responsibility for the 6.Design assumes NO bearing at ala supports shown.Shim or wedge if EXPIRES: n/r] Jh(1 A 7 fabrication,handling,shipment and installation of components. ry' L J lL kl l/ S.This de n h furnishedw ed to the Imitation eel forth8.Plates assumelctedoneoth drainageistprusts,d. May 23,2 ! sig lel by B.Piec incileebated onbothandofWss, placed so their center TPbwrDA In BCSI,copies or welch will be furnished upon request. lines coincide vdm hint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8(1L}E 9.Diggs indicate sire of plate In inches. P 10.For basin 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 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF tl16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-73) 51 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" -51/ 320V -32/ 998 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL irROVIDE FULL BEARING;Jts:2,4,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. p,I_ OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003^ @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 --/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, 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. CD II M N I Irg 4 M-3x4 l l l 1-00 2-00 `t- :9200PE ter" JOB NAME : FRENCH 5 PLEX WITH STEP - GJ1 Scale: 0.6820le OREGON WARNINGS: GENERAL NOTES, unless otherwise noted OREG /�ON _ ��' � 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and Is for an Individual Truss: GJ1 and Wamltpa before construction commences. building component.Applicability of design parameter.and proper -14. `' 2.2c4 compression web bracing must be metalled where shown oIncorporation of component lathe responsibility of the building designer. 'c,) )0" {A 3.Additional temporary bracing to insure stebillly during construction 2 Design assumes the top end bottom chords is be laterally braced al V 1"F � N the respomlbinty of me erector.Additional permanent bracing of 2 o.c.end at sheathing8 o c respectively unless braced throughout their length by lw,continuous ` DATE: 5/22/2017 the overeg structure A the responsibaity of the building designer. 3.2 Impact bridgingorWNW brsuch as acing plywood requiredhwfi re shnnrro±dryw.n(Bc). l y,/..[7 \i.,� SEQ.: K 3 2 2 7 2 9 4 4.No load should be applied to any component until after all bracing and 4.Installation of buss 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 Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'.rme. 6.CompuTma has no control over and sesame.no responsibility kr the 6.Design assumes full bearing at at supports shown.Shim or wedge if EXPIRES: RES: .4 2/31/A 01 7 fabrication,handling,shipmentscary C/lr lflL t3 (! fL ill n.i9aend the components. 7.Designassumeselced on drainage ce Io trusts,d. May n�},ry017 e.This design Is furnished sublact k the Iimlledons set form by B.Plates shall be located on both feces of truss,and placed w their center LJ L TPFWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits indicate sire of plate in Inahee. MITek USA,Ina./CompuTrus Software 7.6.8(1L)-E to.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 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 6l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-115) 98 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" -38/ 343V -61/ 161H 5.50" 0.55 KDDF ( 625) 1'- 9.2" -16/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -80/ 117V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [PROVIDE FULL BEARING;Jts:2,4,31 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 10 PSF 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" 3 -, MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 127 '0 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, dr Truss designed for wind loads co in the plane of the truss only. 0 0 I r� o f 9 M-3x4 I. l , l l 1-00 2-00 1-11-11 ct' �..... .89200PE t-- JOB JOB NAME : FRENCH 5 PLEX WITH STEP - GJ2 "/! Scale: 0.5920 I 4� ' WARNINGS: GENERAL NOTES, unless othenNeenoted. yy OREGON 1.Builder end erection contractor should be advised of all General Notes 1.This design Is Peed only upon the parameters shown and Is for an Individual J fl I V 40� Truss: GJ2 and Warnings before construction seem building component.Applicability of design parameters and proper 4.2u4 compression web bracing must be installed where shown e. Incorporation of component Is the responelbdity of the building designer. <0 {A 4 T 2-° 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1`Y. �w Is the reasonability of the erecta,.Additional permanent bracing of continuo.sheathing 2'cc.and et1Goarsuch h se ply,noesbraced(TC)an/hroughout theirlengm). lifl'�� DATE: 5/22/2017 the overall structure is the responsibility of the building designer. 3.24 impact bridging or latent bracing required where shown 5•dall(BC). SEQ.: K3 2 2 7 2 9 5 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 complete and et no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D'• LINK design loads be applied to any component. and are for dry condition"of use. 5.Conparue has no control over end assumes no responsibility or the H.Dee egµaasumes NA bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 4 2 jry J!1/l fabdcegon,handling,shipment and Installation of components. ry. f LL�7 7L ll 7.Design assumes beecadequate endrainage is prodded. May 23,2017 8.rola design is furnished subject m the limitations set forth by B.Plates enrol be located on both races or truss,and places so neo-tamer y TP WOtCA In BCS[,copies of which Mil be furnished upon request. linea colndde with pint ceder linea. MiTek USA,Inc./Com uTN6 Software 7.6. 1 L E 9.Digits Indicate size of plate In Inches. P )' IN.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 FROM 4-00-00 TO 12-01-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&13TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2434) 390 1-6=(-380) 1889 6-2=( -152) 1197 BC: 2x6 KDDF 1(1&BTR 2-3=(-1267) 215 6-7=(-376) 1863 2-7=(-1128) 236 WEBS: 2x4 KDDF STAND; LOADING 3-4=( -206) 228 7-8=(-212) 925 7-3=( -283) 1817 2x4 KDDF 81&BTR A LL = 25 PSF Ground Snow (Pg) 4-5=( -15) 7 3-8=(-1708) 338 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-9=( -209) 176 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 4'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 135.0)= 278.8 PLF 4'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. ADDL: BC CONC LL+DL= 754.0 LBS @ 3'- 0.0" O'- 0.0" -249/ 1799V -199/ 3010 5.50" 2.88 KDDF ( 625) Hangers attached to the bottom chord 12'- 1.0" -385/ 2134V 0/ OH 5.50" 3.41 KDDF ( 625) will have 1.5" max. nail penetration. 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 "nc spacing. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.024" @ 4'- 3.7" Allowed = 0.558" MAX TL DEFL = -0.056" @ 4'- 3.7" Allowed = 0.744" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-05-07 3-08-15 3-06-15 0-03-12 4 4 ,f .' - MAX HORIZ. LL DEFL = -0.007" @ Ti'- 7.5" MAX HORIZ. TL DEFL = 0.014" @ 11'- 7.5" 12 8.00 V M-1.5x3 S ' Design conforms to main n windforce-resisting 4 system and components and cladding criteria. i Wind: 190 mph, h=23.2ft, 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 A in the plane of the truss only. co m ENS ® e ' V . - 6 7 8 I o M-5x10 M-3x8 =:14-6x6 M-6x8 l 11F759# l 1 1 ry PRO pe 3-07-03 9-02-03 ��v PR V� �. y 12-01 � l C�� G4N fig 61 °I. ' 89200PE r JOB NAME : FRENCH 5 PLEX WITH STEP - HGIRD ,.,.•: !!,. . Scale: 0.3223 Cr. WARNINGS: GENERAL NOTES, unlessathenMse noted .� �OREGQRI fa, 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 OREGON�.,✓�1 VY "'{l Truss: HGIRD and Wammgsbefore construction commences building component.Applicability ofdesign parameters and proper �� 2.2s4 compression web bracing man be metalled where shown. mcomoretlon or componem la the responsibility or me building designer. 9 y 1 3.Additional temporary bracing to Insure slabiley during construction 2 Design seeumse the tap anti bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of T continuous end at i d o.csheathing respectively woods braced throughoutndfor d it length by 'R`_I I-+ DATE: 5/22/2017 me overall structure la the responsibility of building designer. 2e Impact ridging or aterlbacng e iwhere shovelrequired CO SEQ.: K3227297 4.No toed should be applied to any component until aver all bracing and 4.Inst gallonoftrussIdsxn aron bllyye the respectove contractor. n mro�rnem, fasteners are compete end at no time should any Nada greater man Design assumes TRANS I D^ LINK asagn loads be applied to any component. dna.re far"dry condition'or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes id beating at ail supports shown.Shim or wedge It EXPIRES: V I']16 C .. n I 1 JAO 1 7 fabrication,handling,shipment and mstalallnn of components. 7.Design assumes adequate drainage is provided. May 23,2017 (l.0 L/ FL 17 6.This design Is furnished sullied to the limitations set forth by B.Plates shall be located on both knee of truss,and placed so their center TPW8ICA In SCSI,copes of whkh MI be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate Sita of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E II.For bask connector plate design values see ESR-1311,ESR4988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-521) 255 5-6=(-415) 421 5-1=(-872) 324 3-7=(-202) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-573) 304 6-7=(-154) 562 1-6=(-164) 600 7-4=(-120) 650 WEBS: 2x4 KDDF STAND; 3-4=(-704) 182 7-8=( -68) 90 6-2=(-119) 191 4-8=(-865) 246 2x4 KDDF #168TR A LOADING 6-3=(-910) 255 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -143/ 997V -424/ 341H 5.50" 1.60 KDDF ( 625) * For hanger specs. - See approved plans LL = 25 POP Ground Snow (Pg) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.016" @ 13'- 9.4" Allowed = 0.975" MAX TC PANEL TL DEFL = 0.045" @ 9'- 11.0" Allowed = 0.763" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-01-01 13-03-15 1' 1 'I MAX HORIZ. LL DEFL = 0.005" @ 20'- 3.2" 7-01-01 6-07-06 6-08-09 MAX HORR. TL DEFL = 0.007" @ 20'- 3.2" . . 1' 12 12 Design conforms to main windforce-resisting 8 00 IIM-4x4 Q 8 00 system and components and cladding criteria. 4,Q" Wind: 140 mph, h=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 .n",( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), NN 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-3x9 1 f M-3x4 4 r 0 co net I cel O I f L. T R a -/ 5 * 6 7 *8 M-1.5x3 M-3x8 0.25" M-1.5x3 p ry M-5x6(S) , t,0 PRL/P s 1 l l l ti y` 6' y 7-01-01 6-09-02 6-06-13 y •4,,..S. 1v�yN��'9 / - 20-05 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - I1S / 4� Scale: 0.1983 �'- [}''' WARNINGS: GENERAL NOTES, unless otherwise noted: ! OREGON �ra'�! 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 171, OREGON N Truss: Ii S end Warnings before construction commences. building component Applicability of design parameters and proper 2.2tt4 compression web bracing must be Installed where shown+. Incorporetlon of component is the reaponstblllly or the 801141 g designer. f/"\ �` {A Q� "'�`^ 3.Additional temporary bracing to insure stability during construction 2 Destgn assumes the tap end bottom chortle to be laterally braced et 'V 1"Y Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'a.c respectively unless braced throughout their length by ��1-1 1 4' DATE: 5/22/2017 me overallstrucb,re Is.me responsibilitycrane bundm cantinuous.loathing such ae plywood sheammg(TO)and/or drywal(SC). g dell lac g 3.2s.Impact bridging or lateral bracing required where Mown++ SEQ.: K3 2 2 7 2 9 8 4,No load snomd be applied to any component until ager ail bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assume.trusses are to be used in a non-oormsive environment, design loads be applied to an end are for"dry condition"of use. TRANS I D: LINK sig pp erendsnent. 5.CompuTrue has no control over and assumes no respenslblllty far the 5 lie necessary. esumea ful bearing at all supports shown.Shim or wedge If EXPIRES: y p'F7 C(.+. 12/31/2017 ]/'j1/fT0 7. fabrication,handling,shipment and lnstaletlon of components. ry' C/l f.RCl7 L/.J L. 7.Design assumes adequate drainage Isprovided. May 23,2017e.This design is furnished subject m the limitations set forth by 8.Plates shallbe located enboth faces or Kiss,and placed so their center TPITWTCA in SCSI,copses of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.8.8 1L E 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./Com P ( )• 10.For basic connector plate design values see ESR-1371,ESR-1888(MiTek) 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 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 99 2-10=(-289) 1949 10- 3=( 0) 266 14- 7=(-992) 168 BC: 2x9 KDDF 81&BTR SPACED 24.0" O.C. 2- 3=(-2976) 406 10-11=(-291) 1947 3-11=(-345) 109 7-15=( 0) 301 WEBS: 2x9 KDDF STAND 3- 4=(-2068) 397 12-13=( -9) 20 9-11=(-973) 280 LOADING 9- 5=(-2104) 576 13-14=(-235) 1992 12-11=( 0) 98 ISI TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PUP 5- 6=(-1983) 938 14-15=(-299) 1891 11-13=(-166) 1141 BC LATERAL SUPPORT <= 12"OC. OON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1940) 405 15- 8=(-292) 1893 11- 5=(-299) 1117 TOTAL LOAD = 95.0 PSF 7- 8=(-2954) 415 13- 5=(-157) 674 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 99 13- 6=(-799) 259 LL = 25 PSF Ground Snow (Pg) 6-19=( -31) 980 ,, BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Ali LIVE LOAD AT LOCATION(5) 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" -263/ 1845V -326/ 328H 5.50" 2.95 ROOF ( 625) 37'- 0.0" -267/ 1895V 0/ OH 5.50" 2.95 ROOF ( 625) kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.106" @ 11'- 3.5" Allowed = 1.804" MAX TL DEFL = -0.173" @ 11'- 3.5" Allowed = 2.406" 17-06-15 19-05-01 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.150" 4 1. f MAX TL DEFL = -0.019" @ 38'- 6.0" Allowed = 0.200" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 SEASONED LUMBER IN DRY SERVICE CONDITIONS '' 1' T 1' 1' 1' 1' MAX HORIZ. LL DEFL = -0.050" @ 36'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" M-6x8 8.00 Q 6.Oo 6.0" Design conforms to main windforce-resisting 5 .f-+f system and components and cladding criteria. 7Wind: 190 mph, h=26.9ft, 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 M-3x9 in the plane of the truss only. 1-1.5) 1p0H4114 • M-5x6(5) 00o. M-5x8(S) 0.25" 0.25" 3 Al m 0 0 1/r`M-3x6 M-110 5x3 ry 11,-tom-� L O . iii r0„,N 4M- x8 M-3x8 13 0.25"9 155x3 M-1 =M-9x9 \ to M-1.5x3 M-5x6(S) PROF en J. J• 5-09-0911-02-12 5-07-04 y 6-02-07 5-09-06 25-09-096-07-01 7-00-10 • J• cc3 GIN.,. �i� y 37-00 y Cr 7/W (� r JOB NAME : FRENCH 5 PLEX WITH STEP - I2 Scale: 0.1609 Ili Cr. WARNINGS: GENERAL NOTES, unlessotherebe noted: OREGON .0. 1.Builder and erection contractor Mould be advised of al General Notes 1.This design Is based only upon the parameters shown and N for an individual174, A V I�NI* /�.',�f Truss: I2 and Arming*before construction commence.. building component.Applicability of design parameters and proper 7' �` 2.204 compression web bracing must be Installed where shown+ Incorporation of component Is the responsibility of the building designer. <0 -7 ' {A 3.Additional temporary bracing to Insure stability during construction Z Design assumes me top and be en,chards to be laterelly bread et '�w( 1`i' is the responsibility of me erector.Additional permanent bracing of 2 o.c.and et f 0 o c.reapactNely unless braced throughout their length by ,.. E j'r �� continuous sheathing such se plywood sheathing(TC)and/or drywell(BC). DATE: 5/22/2017 the overall structure Is the responstbi gy of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K3227299 4.No bad should be applied to any component until after all bracing and 44..Delillatiosamru siissthe res contractor,obeboeydtt.enospdrive fasteners are compete end at no time should any loads greater than and are asor sumes t ndgion'of tousbe TRANS ID: LINK aeagnloads .ahany component. 6.Design assumes fulbearing atalsupports shown.Shim orwedge if EXPIRES: 12/31/2017 5.com puTrus hase.nono control over and assumes no responsibilityfor the fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 23,2017 8.This design h furnished wired to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed w their center TPNMCA In SCSI,copies of which will be furnished upon request. line coincide with mint center lines. 9.Diggs Indicate sire of piste In Inches. MiTek USA,Ino./CotnpuTrus Software 7.6.8(1L)-E to.For basic connector plate design values we 609-1311,ESR-1838(MOck) This design prepared from computer input by I Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF tfl6BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 BC: 2x9 KDOF 116BTR SPACED 24.0" O.C. 2- 3=(-2007) 410 8- 9=(-277) 1855 2- 9=(-300) 124 5-12=) -38) 457 WEBS: 2x9 KDDF STAND; 3- 4=(-2044) 586 10-11=( -3) 20 3- 9=(-472) 282 12- 6=(-453) 181 2x6 KDDF STAND A LOADING 4- 5=(-1447) 437 11-12=(-229) 1451 10- 9=( 0) 99 6-13=( 0) 294 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1889) 410 12-13=(-282) 1808 9-11=(-162) 1103 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2378) 403 13- 7=(-280) 1810 9- 4=(-304) 1078 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 11- 4=(-153) 661 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0^ -256/ 1643V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 36'- 6.0" -255/ 1642V 0/ OH 5.50" 2.63 ROOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-7 paf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.098" @ 11'- 0.5" Allowed = 1.779" MAX TL DEFL = -0.161" @ 11'- 0.5" Allowed = 2.372" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.047" @ 36'- 0.5" MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" 17-03-15 19-02-01 f . Design conforms to main indforce-resisting 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 system and components and cladding criteria. T T T T T T 4 12 12 Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, IIM-6X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.00 Q 8.00 load duration factor=1.6, 6.0" Truss designed for wind loads 4 ,y-,y in the plane of the truss only. M-1.5x3M-5x6(5) , M-5x6(5) 0.25" 20.25" mo ), _. E0011(4111ppM-3x4 M-4x6 m0I 1 *.M-5x6 M-1.5x3 N 9 ,_ 1,00101 .N........N.. libx o I 11 12 13 '^7 ,� M-tS°x8 M-3x8 0•25" M-1.5x3 1 0 M-1.5x3 M-5x6(5) k y l )• J• l ,L ,i\EO P R Qp y 5-06-04 5-07-04 y 6-02-07 5-09-06 6-07-01 6-09-10 y "'� �� 0.0 cv 10-11-12 25-06-04 c~` , f1 �9 e,." y 36-06 y • 89200PE Tr JOB NAME : FRENCH 5 PLEX WITH STEP - I3 Scale: 0.1628 1l� . WARNINGS: GENERAL NOTES, unless otherwise noted' ! OREGON 7.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and is for an individual 9/ +V.JfI 1..7 V 7 V *_ ' Truss: I3 and Warnings before construction commence. building component.Applicability of design parameters end proper 4- If �oAL^�0 1.204 compreedon web bracing must be installed where shown n. Incorporation or component Is the responsibility of the building designer t/t y' {A ! 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally bre=ed at V 1"t by Is the responsibility of the erector.Addyb lel permanent bracing of 2 continuous end N 1 d o.c.such as ply unless braced(TC)an f their length). Ee l R 10- DATE: 5/22/2017 the overall structure Is the responsibility continuous Meathlr r such as plywood uiredsheritMng re s own•drywel(BC) Iry orae building designer, 3.2a Impact bridging or lateral breang required Mere shown.. SEQ.: K3227300 4.No road should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectivecontractor. fasteners are compere and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK desgn loads be applied in any component. and are for"dry coodnlon^aruse. • 5.CompuTnro has no control over end assumes no responsibility for the 6.Design assumes NII bearing al al supports shown.Shim or wedge if EXPIRES: V D)I]C[+'.. f1//J 1/h(1 7 labdcatian,handlin shipmentcomponents. nemsorry. IfIG}3 L �7 (Lll I g, subjct to ssette. n7.Designtshaumelceduoneothlfacelaprussetl. May 23,2017 N.This design is famished subject to the limitations set forth by e.Plates shall be located on both faces of Wss,end placed so their center Y TPNNICA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. uTrus Software 7.6.8 11.E 0.Digits indicate alae of plate in inches. MiTek USA,Inc./Com P ( )• 10.For basic connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" GOND. 2: Design checked for net(-7 psf) uplift at 29 "on spacing. TC: 2x9 DF 2400F LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF R1&BTR SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. 1 WEBS: 2x9 KDDF STAND Design conforms to mar n windforce-resisting LOADING system and componentsand 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: 190 mph, h=25.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, vertical members (uon)n 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 1OPSF LIVE LOAD. TOP Nota:Tzu ss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 17-06-15 19-05-01 4 1 T 8-04-08 9-02-07 5-10-01 6-00 7-07 4 4 4 4 4 1' 12 12 8.00 IIM-4x4 Q 8.00 4.0" 4 ,(-'( li P111-3x5 V M18HS-5x16(S) 0.25" e��3 I :M-5x8(S) 0.25" 4dlfflIiJIIlIIlIlIIihN , Al .25" 3M-4x10 -3x6 M-15x3 M-5x6 M-5x8(5) M-4x6 Q,Z) R0FF S 8-01 9-05-15 6-01-09 5-10-04 7-05-04 mac, ��,N �� /�a-. y y y4, 1-06 37-00 89200PE 'r JOB NAME : FRENCH 5 PLEX WITH STEP — IFW sale: 0.19B4 L41, a. WARNINGS: GENERAL NOTES, unless otherwise noted OREGON /a . 1.Builder and erodlon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is or an Individual OREGON V V t, "(/ Truss: I FW and Warnings before conatrodlon commences. building component.Apploabitty of design parameters end proper �} 2� �� 2.Da4 compression web bradng must be installed where shown a. Incorporation of component is the roapondbWlly of the building designer. ./*1 �7 V 3.Additional temporary bracing o Insure stability Audng construction 2 Design assumes Ms top end bottom chorda to be laterally braced et 'V hoift their length by Is the respondbllty of the erector.Additional permanent bracing of 2 ex.and seen athingrsuch es plywood sh eathing(TC)emlng(TCand/or drywall BC E` .?A. ILA- DATE: L-DATE: 5/22/2017 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where Macon a S EQ•: K 3 2 2 7 3 01 4.No load should be applied to any component until ager an bracing and 4.Installation of truss Is the responsibility of the respective contractor. tanners are complete and at no time should any loads greater than 6.Design assumes trusses ars to be used in a non-carroslve environment, and are for"dry condition"of use. TRANS I D: LINK design loads be applies to any componen t. 8.s.compurn.has no antral avan and assumes no responsibility for the Design assumes fun bearing at an supports shown.Shim or wedge If EXPIRES: 12/31/2017 seely. fabdcetlon,handling,shipment and tbn of components. 7.Design assumes adequate drainage is provided. May 23,201 7 S.This design b furnished subject o the limitations set forth by it Plates shat be bated on both faces Ohms,and placed so Meir center TPWNtfCA in SCSI,copies of which win be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.80 L}E 10.For basic connector plate design values see ESR-1311.ESR4988(Mink) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 414BTR LOAD DURATION INCREASE = 1.15 I_ BC: 2X9 KDDF ql&BTR SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2X9 KDDF STAND; 2x9 KDDF ill&BTR A LOADING Design conforms to main n windforce-resisting LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=23.9ft, 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, M-1.5x4 or equal at non-structural Truss designed for wind loads vertical members (uon). 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. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 1OPSE LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-04-02 5-08-14 T T T 12 8.00 p M-1.5x3 9 4 � roN� ,3 , co 2 Allid11111111111111111111116)L1h. o 0 1 M-1.5 5x3 M-3x6 M-3x4 y 6-02-06 y 5-10-10 1 t0 PRO l 1-06 y 12-01 y Cts~�� s/ '' 89200PE r' JOB NAME : FRENCH 5 PLEX WITH STEP — IFWA Sale, D.3162 : WARNINGS: GENERAL NOTES, mlesa otherwise noted: (� ON Ira 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_�••7 10 Truss: I FWA and warm before construction commences. building component Applicability of dee n tern and `f A\Ce nils h g parents proper �j (� A- 2,2x4 compression web bracing must be InstalW4 where shown+. Incorporation of component is the reaponsibNNy of the building designer. f/+t. '7 !�v 3,Additional temporary bracing to Insure stebrlHy during construction 2.Design assumes the top end bottom theme to be laterally braced at V 14 ,w '�a... Is me responsibility of the erector.Additional permanent bracing of T o i and at 10'hin respectively a ply unless braced throughout their dry length by /�+.y„'1:11:11t..\- ,� 1��4Vh s continuous sheathing sueb plywood e where s ulnar dryweN(BC). a{Ff'fw••- DATE: 5/22/2017 the overall structure Is the roapondbNiry of the building designer. 3.2e Impact bridging or lateral bracing required wTere drawn a• SEQ.: K 3 2 2 7 3 0 2 4.No bad should be opened to any component until after all bracing and 4.Installation of hues is the esponRbWty of the respective centredor. — fastenet are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nen-corroete environment, and are for"dry condition"of use, TRANS ID: LINK design loads he applied to any component, s.Design assumes AAbearing atall supports shown.Shim orwedge if EXPIRES: 12/3112017 e 5.Compurnn has no control over and assumes no sponarollity for me neceaeery. fabrication,handling.shipment and inalebatlon of components. 7.Design assumes adequate drainage is provided. May 23,201.I 7 6.This design Is furnished subject to the Nmitatlona sat forth by 8.Plates shall be located on both faces of truss,and placed sa theb center TPVNliCA in 0051,copies of which will be fumiehed upon request. linea coincide with Joint center lines. MiTek USA,Inc./Com uTrus Softyrare 7.6.6 1 L-E 5.Digits Indicate sire of plate In Inches. P ( ) 10.For basic connectar plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 5.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF ft15BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RODE R1&BTR SPACED 24.0" O.C. IC OND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 ROOF STAND; Design conforms to main indforce—resisting 2x9 KDDF R1&BTR A LOADING system and componentsand 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=26.3ft, 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, M-1.504 or equal at non—structural LL = 25 PSF Ground Snow (Pg) End verticals) 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 1OPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 7-01-01 13-03-15 T T T 7-01-01 6-07-06 6-08-09 T T ' 1' 12 12 13.00 I7 I IM-4x4 Q 8.00 4.0" 2 4'-,/ iM M-3x6 M-3x6 M-7x6 9 oI W o I, 5M-5x8 0.25" 8 M-3x5 M-3x5 p [� M-5x6(S) ��0 PROp �'. l l l 1 c9 7-01-01 6-09-02 6-06-13 `+,� ^�v4.01NE /9 /a y l w 20-05 89200PE 1-- JOB JOB NAME : FRENCH 5 PLEX WITH STEP — IFWB Scale: 0.1908 . WARNINGS: GENERAL NOTES, unless otherwise noted In 1r OREGON �. I.Builder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual / A_ ffl1C 1.7 V V Truss: IFWB and Warnings before aenstrudlen commences buliding component.Applicability of design parameters and proper �/ q ��Nb` A,. z.2e4 compression web bracing must be brat lied where show„+, incorporation or camponem is me responsibility ohne building designer. 14 �- 3.Addklonsl temporary bracing to Insure stability during construction z.Design assumes ms top end bottom chords to be aterelN braced at .0)*'fy.: Is the responsibility orme erector.Additional permanent bracing of 7 continuous end et ea o a respectively ply unless braced(TC)and/or their len(m) (ter a„A,.I O V DATE: 5/2 2/2 017 the overall structure Is the re siblore building 2x impa t ri er sueb alywgre uir a where s erra dryvnH(BC). "'EPIR �,,: ePon M ofdesigner. 3.2a Impact bridging or lateral bracing required where.hewn�. SEQ.: K3 2 2 7 3 0 3 4.Ne bad should be applied to any component until after 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 ere to be used In a non-corrosive environment, TRANS ID' LINK design loan be applied to any component. and are for"dry condition"of use. 5.Compnlrus has no control over and assumes no responsibility far the 6.Design assumes NI bearing at all supporta shown.Shim or wedge If EXPIRES: CS. 1 2/31/201 7 fabrication,handling,aMpment and Instalationofcomponents. 7.Design assumes adequate drainage is provided. M2 23,20171f1Cti3 1 / I Lull 5.This design Is furnished salad to the limitations set forth by 8.Plates shall be nc::,d on both faces or suss,end placed w their center Y TPVWfCA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits indicate sire of plate in inches. MITek USA,Inc./CompuTrus Software.7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 'oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF # �DND. 3; 150.00 PLF SEISMIC LOAD. 16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING Design conforms to main n oree-resisting system and componentsandd 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=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD= 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load M-1.5x4 or9 End vertical equal at non—structural LL = 25 PSF Ground Snow (P ) rtiarerealnl(s)) are exposed posed 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 requites continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 3-08-04 0-03-12 T f T 12 a.oa p M-1.5x3 4 3 ti M-3x4 rn 41011 Io f' 0O 1 0 1 /11111116111111111111111.— lillI 5 6 7 M-3x4 M-1.5x3 J• i y • 1-06 4-00 0 PR()EE. 89200PE ' c JOB NAME : FRENCH 5 PLEX WITH STEP — IFWC -- - Scale: 0.5193 Lo WARNINGS: GENERAL NOTES, unless otherwise noted: vi 'TSG _OREGON are 7.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and is for an individual �I _OREGON'V 4, - WARNINGS: : I FWC and warning.before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be instated where shown e. incorporation of component Is the responsibility of me building designer. <h �' 14 r7 Q'el�"',' 3.Additional temporary bracing to insure stability during conetmdion 2.Design assumes the tap end bottom chords to be laterally braced at �/ n' by Is the responsibility of the erector.Additional permanent bracing of c o continuous aid al sheathing his reuch as ply unless braced a d/r dry bngm). M �R 10- DATE: 5/2 2/2 017 the overall structure is the responsiibA f the deo 2Impact such as plywoodsheathing(TC)sirnhsresown 5r drywall(BC). responsibility o building designer. 3.In Impact bridging or lateral bracing required where shown t. SEQ.: K')2 2 7 3 0 4 4.No bad should be tl to any component until after all bracing and 4.Installation of truss is the responsibility m 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, and are for"dry condition"of use. design load.be applied to any component. TRANS ID: LINK a.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 6.CompuTfus has no control over and assumes no responsibility forme necesssry. fabdason,Mndling,shipment and instalation of components. 7.Design assumes adequate drainage is provided. May 23,2017 S.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pend so Meir anter L TPFWFCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.81L E to.Digitasciconcate ecor ppbbeiIn Inches. P ( B. For basic catnaps:plate desinc values sae ESR-7377,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1- 2=(-481) 308 8- 9=(-391) 986 8- 1=(-868) 460 11- 7=(-200) 649 BC: 2x9 KDDF R16BTR SPACED 29.0" O.C. 2- 3=1 0) 0 9-10=(-164) 957 1- 9=(-300) 610 7-12=(-872) 329 WEBS: 2x9 KDDF STAND; 2- 5=(-428) 391 10-11=(-216) 539 9- 2=( -76) 107 2x9 KDDF 81&BTR A • LOADING 4- 5=( 0) 0 11-12=1 -68) 89 9- 5=1-365) 282 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1-577) 903 5-10=1-138) 360 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-683) 244 10- 6=1-340) 234 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PEE 6-11=(-236) 206 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 0'- 0.0" -143/ 966V -908/ 325H 5.50" 1.55 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KEEP ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans 0-09-09501 OND. 2: Design checked for net(-7 psf) uplift at 24 floc g p spacing. 6-11-01 0-09-01 13-01-15 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' ,f'f f MAX LL DEFL = 0.020" @ 8'- 3.9" Allowed = 0.975" 6-01-12 0-09-05 6-03-09 6-01-01 MAX TC PANEL TL DEFL = 0.056" @ 3'- 2.1" Allowed = 0.654" ` SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL = -0.005" @ 20'- 3.2" 8.00 M-4X6 3 4 M-6x6 8.00 MAX HORIZ. TL DEFL = 0.007" @ 20'- 3.2" 2 1111system 111 Design conforms to main windforce-resisting and components and cladding criteria. Wind: 190 mph, h=26.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6,e End vertical(s) a exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 4 M-3x4 f 6 M-3x9 7 1 A hk:- ' 1 0 co 11111111111 -", N I N O 1 C f r se r 8•* 9 IQ 25" 11 *12 M-1.5x3 M-3x8 U M-3x4 M-1.5x3 M-5x6(5) 6-00 2-03-15 6-03-09 5-09-09 y zo os l <C) fir' '�'S7 89200PE c"' JOB NAME : FRENCH 5 PLEX WITH STEP - IH1 Scala: 0.2167 -40 WARNINGS: GENERAL NOTES, unless otherwise noted: 7OREG©N C,/<� 1.Builder and erection contractor should be advised of al General stoles 1.This design Is based only upon the parameters shown and Is for an individual ! • �,. L Truss: IH1 and Wamings before construction commence. building component.Appkabdgy of design parameters and proper �.0 4 N \ 2.2x4 compression web bracing must be Installed where shown 0. Incorporation of component b the rosponstbEty of the balding designer. '�/1 '7 A Q "'�' 3.Additional temporary bracing to Inure stability during constructlnn 2 Design sesames the top and bosom chords to be laterely braced al �r� W' - by Is the responsibility of the erector.Additional permanent bracing of 7 titin end et eaIfY hino.crespectively as ply unless braced(TC)and/or d/their length). 1 w,,,R11- DATE: 5/22/2017 the overall structure tsIMrespona@A8yofthe buildindescoImpacteridgingloretchlbacingre Irednhere6oes/ortlrys(BC). N L- g loner. 3 2x Impact bridging or lateral bracing required where ahavm* SEQ.: K3227305 4.No Pad should be applied to any component until aver all bracing and 4. taAoionottruss the hs apaabueedithe espedioo uncontractor. fasteners are comp4.Insete and at no time should any loads greater than end rte assr"dry tlnsassumestrussesara"of to be b. TRANS I D: LINK design loads be applied to any component. 6.Design assumes full beating at all supports shown.Shim or wedge H EXPIRES:('� �+ 8.CompaTrua has no control over and assumes no responsibility forth. vary, R./\1 .'RES 12/31/2017 fabdcatlan,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 B.Plates shall be located on both faces of truss,and placed so their center TP4WTCA In SCSI,copies of which will be furnished upon request. tins coincide 04th joint center lines. 3 Diggs Indicate size of piste In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1o.For bask 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 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 PC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 5-6=(-295) 216 5-2=(-531) 129 4-7=(-278) 158 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-298) 106 6-7=( -55) 74 2-6=( 0) 199 WEBS: 2x4 KDDF STAND 3-4=(-154) 87 6-3=(-105) 114 LOADING 6-4=(-129) 181 TC LATERAL SUPPORT 24"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 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -59/ 518V -96/ 130H 5.50" 0.83 KDDF ( 625) NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -50/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.014" @ 2'- 0.0" Allowed = 0.422" 1-11-11 5-03-05 MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.3" 12.00 MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.3" 17 M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 M-3x9 q Wind: 140 mph, h=20.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), eD OD 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 2 M I co Lo ti I r-. 0 I IN Allillilli 5It►� 6 7 M-1.5x3 M-3x8 M-1.5x3 l y l 1-08-08 5-06-08 y l y f1 1-00 7-03 c(50 PR()Pet 44 '' " 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - Jl 4111,'"0".. ,---"---- Scale: 0.5241 cr WARNINGS: OENERALNOTES, unteu on the°meted 9� OREGON ,\� I.Builder and erection contractor should be advised of aA General Notes I.This design le baud only upon the parameters shown and Is bran Individual OREGON VNyti • Truss: J1 and Warning.before construction commencer, building component Applicability of design parameters and proper //�� O 2.244 compression web bradng must be installed where shown*. Incorporation of component la the responds to of the building designer. �//� .'T�" 14 r) 3 Additional temporary bracing b Insure stability during construction 2.Design eaeumea the tap end bottom chords to be laterelly braced el S/ v � Is the responsibilityre of the erector.Additional permanent bracing of T e.c.and at iP e.c.respectively unless braced throughout their length by DATE: 5/22/2017 the overall structure la the responsbgey of the building designer. a,Impact sheathing suereaalcng reuiredod wrsreCanear drywaN(BC). .��. `�,,. 3.In tmptio battrueing Is thtere pradngry of the where shovel SEQ.: K3227306 4.Nobedshould cmleeaapplied tot any Smpsoy°herall geradnhend 4.DeNgnanumestristesretosyoftherespectivecoenactor. f.aeners are complete and a no time should any mase greater than 6.Destgn.eeumee trusses are to be used m.nancarroeN..nvironm.nt, lest loads be Id to an 1 end are for"dry condition"of use. TRANS ID: LINK g"°° ° over end 6.Desi full bearing at ell supports shovm.Shim or wedge if 5.compuTrushasnocontroloverendassumesnoresponsrollityforthe mCgna..ume. g ppo allEXPIRES: 1?/31/Z�l t' fabrication,handling,shipment and lnstsaatmn or components. 7.Design ssumes adequate drainage is provided. May 23,2017 S.This design is furnished subject to the limitation set forth by S.Plates shall be muted on both races of truss,and placed as their center TFINYTCA In BCS!.capias of whkh will be furnished upon request. lines coincide hath joint center lines. 9.Digits indkete Nu of plate in Inches. Mr/ea USA lne./CompuTrus Software 7.6.8(1L)-E /O.Far bask connector plate design values see ESR-1311.ESR-7985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-196) 217 6-2=(-531) 164 BC: 2x4 KDDF 1{1&BTR SPACED 24.0•' O.C. 2-3=(-248) 133 7-8=( -54) 73 2-7=( 0) 195 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 7-3=(-105) 130 LOADING 3-5=(-157) 111 7-5=(-155) 207 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 192 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -79/ 518V -96/ 131H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -56/ 326V 0/ OH 5.50" 0.52 KDDF ( 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. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans 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 = -0.014" @ 2'- 0.0" Allowed = 0.422" 3-11-11 3-03-05 MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" T '( SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-10-04 2-01-07 3-03-05 MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" 1' 1' .l MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 Design conforms to main windforce-resisting 1' ' system and components and cladding criteria. 4 12 Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 V (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 jx6 in the plane of the truss only. 3 M-3x9 5 -/ 4,411111111111111111111111111111111111211 M-3x4 2 M f t I 11111111111111111 p M 1 1 t` 1 0 61.61,4 B M-1.5x3 M-1.5x3 M-3x8 1 1 i 1-08-08 5-06-08 "I y ), �4 %6 O PR DFF4s 1-00 7-03 tCt'? l' yN /q .17 `c' 89200PE c JOB NAME : FRENCH 5 PLEX WITH STEP - J2 /401"X"---- -- Scale: 0.3860 i WARNINGS: GENERAL NOTE& unyspasIha4anaied irt- 7r. OREGON Citi 1.Builder and erection contractor should be advised or all General Note. 1.This design is bead only upon the parameters shown and Is for an Individual �/ Truss: J2 and Warnings before construction commences building component Appllneblllly of design parameters and proper 2 2.2s4 compraeelweb bracing must be Installed where storm*. Incorporation of component Is the responsibility of the building designer, <1Y '7�' 14 A 3.Atldldonel temporary bracing to Inewe stability during construction 2 Design assumes the top and bottom chorda to be lateraly braced et 'G.l �"1' th by Is ins responsibilityof IM erector.Additional permanent bracing o/ continuous&l athingresucch ea plywood ah athing(TC)ndlor drywallctNely unless bracer:throughout their (BC). p R.,`k-' DATE: 5/22/2017 the overall structure Is me respendbil ty or the building designer. 3.2a Impact bridging or lateral bracing required where shown"* SEQ. : K3227307 4.No load should be applied to any component until after all bracing and 4.Installation of tru,ryasthe.Wonbdebussy of rearespective pectivveeeon Nrvn.neM, fasteners are complete and at no time should any loads greater then Design assumes design bade be applied o any component. end are Por"dry condition"of use, TRANS ID: LINK S.ComWTNahas nocontrol over and assumes noresponsibility or the 6.Design ssumesfull bearing ataesupportsshorn.Shim orwedge It EXPIRES. 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. May 23,2017 6.This design I.furnished subled to the limitations at forth by 8.Piatea shell be bested on both faces or truss and placed a their center TPW/FCA in BCSI,moles or which vAl be furnished upon request. lines coincide 07th Joint center lines. N. indicate size of pieta in Inches. MITek USA Ina/Cam uTrus Software 7.6.8 1L}E 10.For basis connector n tr pts dlnc values see ESR-7377,ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF )116BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-185) 218 6-2=(-531) 185 BC: 2x9 KDDF N1613TR SPACED 29.0" O.C. 2-3=(-248) 199 7-8=( -53) 71 2-7=( 0) 195 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 7-3=(-105) 138 LOADING 3-5=(-161) 123 7-5=(-151) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 249 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -101/ 518V -97/ 132H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -102/ 326V 0/ OH 5.50" 0.52 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. I OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x9 o equal at non-structural 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" vertical members (uon). 5-11-11 1-03-05 MAX LL DEFL = 0.017" @ 2'- 0.0" Allowed = 0.317" .. For hanger specs. - Sic approves pians T '1 MAX TL DEFL = 0.014" @ 2'- 0.0" Allowed = 0.922" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-10-04 3-10-04 1-06-08 'I' T f 'f MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 T '1 Design conforms to main windforce-resisting 12 4 system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6,e End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 3 M- x4 4411.1111.1111M -., M-3x4l' 1 2 f m 0 ief 1 I 1 n r 0 M-1.5x3 M-1.5x3 M-3x8 y 1-08-08 y 5-06-08 y _o) PRC PE. y1-00 y 7-03 y w\�� V`v�`N �� s/�,� S+A920r0PE JOB NAME : FRENCH 5 PLEX WITH STEP - J3 Scale: 0.3175 10 Ct" WARNINGS: GENERAL NOTES, unless olhenNse noted - �fll:]f._'GON 4 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters ahewr and is for an individual jc OREGON LC s.�VI VV ='(J Truss: J3 and Warnings before construction commences - building component.Applicability of design paremetere and proper L 2.204 compression web bracing must be Metalled where shown. Incorporation of component is the responsibility of the building designer. , ) '7 " 1 4 2-Q t "'�" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at S.l ! Is the responsibility of the erector.Additional permanent bracing of 2 continuous and al 10 o c.respectively as ply unless braced throughoutand/their length by ri RILL IO- DATE: 5/22/2017 the overall structure b the responsibility f the building designer. 24Impatsheathing such as plywood meedsheatng re own•drywap(BC). !f; span Ity o g g 3.2x Impact badging or lateral bracing required collate Mown.+ SEQ. : K 3 2 2 7 3 0 8 4.No lead should be applied to any component until after all bracing and 4.Installation of fuse is the responsibility of the respective centredo, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in s noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CempuTrus has no control over and assumes no responsibility for the 8.Design assumes full beating alall supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May ay 23'201 7 8.This design b famished subject to me limitations set forth by 8.Plates shall be located on both faces of Was,and placed so their center TPWNVTCA in SCSI.copies of which will be furnished upon request. lines colndda with loin center linos. 9.MiTek USA,lnc./CompuTrus Software 7.6.8(11)-E 10.Forrlbasi co nets indicate ctorppron�Inches.values designgeluae see ESR-1311,ESR-i 888(MlTak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF i{1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-6=(-230) 350 7-6=( 0) 30 BC: 2x9 KDDF 916BTR SPACED 29.0" O.C. 2-3=(-920) 283 7-8=(-175) 265 6-3=( 0) 63 WEBS: 209 KDDF STANTR; 3-4=(-375) 334 3-8=(-262) 172 2x9 KDDF STAND A LOADING 4-5=(-115) 19 8-9=(-326) 360 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP TC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. 00N. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.7" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 449V -180/ 390H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -203/ 958V 0/ OH 5.50" 0.73 KDDF ( 625) ** 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. '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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11 4-00-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1' ,r f MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.317" 5 MAX TL DEFL = -0.092" @ 3'- 9.8" Allowed = 0.422" MAX LL DEFL = -0.002" @ 7'- 11.7" Allowed = 0.072" MAX TL DEFL = -0.002" @ 7'- 11.7" Allowed = 0.097" M-1.5x3 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9 MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" DMeAsX gHIonfoTLms DEFo L m=in 0w1ndforce-6eisting 12 system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=29.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, End vertical(s) are exposed to wind, 3 Truss designed for wind loads Jif o� in the plane of the truss only. I 0 Alli:11 I o 0 n(rA 1 0 QUI 1 M-3x4 M-3k4 ** B M-4x6 M-3x5 l 1 l l 3-09-04 3-00-04 0-05-08 1-00 , 3-07-08 4-04-03 l l GtN� 7-03 0-08-11 c.:: i.. #/��//��p;`'V . 4 :9200PE �ir JOB NAME : FRENCH 5 PLEX WITH STEP - J4 Scale: 0.3049 41 f4 WARNINGS: GENERAL NOTES, unless otherwise noted: # OREGON /� 1.Builder end erection contractor should be advised of all General Nates t.This design Is based only upon the parameters shown and is for an Individual '_ lJfl C s_s I tla t",. Truss: J4 and Warnings before construction commence. building componentApplicability of design parameters and proper a'i �} � r� 2.2a4 compression web bracing must be installed where shown e. incorporation of component k the responabRly of the building designer. 11 A 7)'` 1 4 3.Additional temporary bracing to insure stability during construcZ sc.end tion 2 Design assumes the top and bottom chords to be laterally braced et 'S./ 2.6\ ... Is the responsibility cite erector.Additional permanent bracing of continuousasheathing reach as ply unless d sheathing(TC)anNorr drywa8 BCl ilif '��..,L.� DATE: 5/22/2017 the overall structure is the responsibility of the building designer, .2«Impact bridging lateral bracing required where shown++ SEQ.: K3227309 4.No lad should be applied to any componentuntil after all bradngand 4.InwantionnoofrssiasthersponCbiwofthrespective mp tivee. ctor.environment, fasteners are complete and at no time should any loads greater than g design loads be applied w any component. and are for"dry condition.'of use.TRANS ID: LINK S.EompuTrue tree no enbolover and aaeumanoreeponstbllM for 6.Design assumes MI bearing ataln. eupportsshowShimorwedgeif EXPIRES: 12/31/2017 fabrketion,handling,shipment and installation ofcomponent. 7.oeugmcenasume.adequate drainage isprovided. CA 23,2 17 6.This design Is furnished subled to the limitations set forth by S.Plates shall be bated on both faces of truss,and placed so their center TP6W1CA w SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate We of plate In(nches. MITek USA,)nc.ICompuTrus Software 7.6.8(1 L)E 10.Far bask connector plate design values see ES12.1311,658-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-211) 320 7-6=( 0) 30 BC: 2x9 KDDF 816BTR SPACED 29.0" O.C. 2-3=(-502) 417 7-8=(-160) 293 6-3=( 0) 63 WEBS: 2x4 KDDF #16BTR; 3-4=(-457) 467 3-8=(-258) 172 2x4 KDDF STAND A LOADING 4-5=( -99) 70 8-9=(-458) 369 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 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" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -47/ 454V -212/ 370H 5.50" 0.73 KDDF ( 625) 6'- 9.5" -214/ 513V 0/ OH 5.50" 0.82 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 9.9" -68/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jts:2,8,5j BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacinq, 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11 5-10-15 MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed = 0.100" 'f 'f I MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 _/ MAX LL DEFL = -0.044" 0 3'- 9.8" Allowed = 0.317" MAX TL DEFL = -0.049" @ 3'- 9.8" Allowed = 0.922" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.128" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.140" @ 6'- 9.5" M-1,5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 9 12 Wind: 140 mph, h=25.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 F7 (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 '-1 3 N 0 - r0 0 A . „,_ , N nIMMIIIM110101W10 . 0 1 M-3x4 MI 111 N y MEMMEMMIMMCCd '-i M-33c4 8 * M-3x5 M-4x6 l l yl 3-09-04 3-00-04 0-05-08 v PR y l l l � e 1-00, 3-07-08 6-02-0,7 y \C� �Ot N E ' 8% 7-03 2-06-15 (� "SW � '' 89200PE c JOB NAME : FRENCH 5 PLEX WITH STEP - J5 'r ,`le. Scale: 0.2588 � y''} /'�• WARNINGS: GENERAL NOTES, unless otherwise noted OREGON J�, 1.Sulkier 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 7,/ 4, (='V Truss: J5 and Warnings before construction commences building omponent.App kabu y of design parameters end proper Y w.4 ^4 2.2s4 compre Won web bracing must be Petalled where shown«, incorporation of componem la the responsibility of the building tlealgner, f/y {A 2..'- 3.Additional temporary bracing to Insure liability during construction 2.Design assumes the hop end bottom chords to be laterally braced et 'C.l 1 W 4 Is the responsibility of me erector.Additional permanent bracing of 2'continuous and sheathingt 1 d o.crsuch as sty unless braced throughout their length by 4 R'I-k- DATE: 5/22/2017 the overall structure ie the re sib" f the buildin dealner. continuousingor such lbacing required (TC)own drywati(BC). {"sR responsibility M a e e 3 2s impact bridging or the eras mean"required where shown.. SEQ. : K 3 2 2 7 310 4.No road should be applied to any oomponent until after all bracing and 4.Installation oftmss is mresponsibility 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 noncorroalve environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use.assumes �s 5.compurnn has no control over and assumes no respanalblury kr the 6. gassumes full bearing al all supports shown.Shim or wedge I! EXPIRES: 12/31/2017 nary. fabrication,handling,shipment end installation of components. 7.Plates atl ba seated onbodth age Is provided. May 23,2017 e,This design is furnished wbJed to the limitations set fodh by B.Plates shall be bated on both faces of truss,and placed ea their Amer TPPWICA In BC51,coplaa of which will be furnished upon request. lines coincide with Joint center lines. 5.Digits Indicate Nae of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.8(IL)-E 10.for basic connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8,- 5.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-220) 328 7-6=( 0) 30 BC: 2x9 KDDF i)14BTR SPACED 29.0" 0.0. 2-3=(-429) 353 7-8=(-167) 249 6-3=( 0) 63 WEBS: 2x4 KDDF STANTR; 3-4=(-384) 405 3-8=(-262) 176 2x9 KDDF STAND A LOADING 9-5=( -65) 31 8-9=(-922) 353 LL( 25.0)*DL( 10.0) ON TOP CHORD = 35.0 POE TC LATERAL SUPPORT <= 12"00. 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 PSF Ground Snow (Pg) 0'- 0.0" -49/ 457V -192/ 338H 5.50" 0.73 RODE ( 625) 6'- 9.5" -191/ 465V 0/ OH 5.50" 0.74 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 5.9" -32/ 27V 0/ OH 1.50" 0.04 KDDF ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jts:2,8,5J BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-11 4-06-14 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 -/ MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.045" @ 3'- 9.8" Allowed = 0.317" , MAX TL DEFL = -0.050" @ 3'- 9.8" Allowed = 0.422" M-1.5x3 SEASONED LUMBER IN DRY SERVICE CONDITIONS I A 4 MAX HORIZ. LL DEFL = 0.132" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.144" @ 6'- 9.5" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 Wind: 190 mph, h=24.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x4 End vertical(") are exposed to wind, 3 M Truss designed for wind loads �f in the plane of the truss only. o filik 1 I I �T o rh O o N 0 1 M-3x4 `1 M-3 o4 8** M-4x6 M-3x5 1 l l 1 3-09-04 3-00-04 0-05-08 y1-00 6 3-07-08 y 4-10-06 l , ��N � �s' 7-03 1-02-14 �' \ yN� + / � p 1, :9200PE JOB NAME : FRENCH 5 PLEX WITH STEP - J6 Scale: 0.2951 N WARNINGS: GENERAL NOTES, unlace sHrerulea eared : OREGON kJ I.Bulmer and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and le for an Individual j/. A,,,,., Truss: J6 and Warnings before construction commence. building component.Applicability of design parameters and proper �s, ry�1 2.2,4 compression web bracing must be Installed where shown•. Incorporation of component is the responsibility of the building tleslgner. "7�* . A �0 "`�"_ 3.Additional temporary bracing to insure stability during construction 2.Design aroma me lop and bottom chorda to be laterally braced at !'M' �R{b. by Is the responsl6Nty of the erector.Additional permanent bracing of continuous end et a hino.creuPodNely unlace brawn(TC)and/or mak length). �` tlwous Mging or such l b ptyvrood Maemidr a end/or drywsN(BC). �,v DATE: 5/22/2017 the overall structure Is the reeponstbglty of the building designer. 3.2a Impact bridging or lateral bracing required where Mown++ SEQ.: K3227311 4.No bad should be applied to any component untN ager all bracing and 4.Installation of IMS is the atobitthe non-corrosiver spective nt adorrment, truss fasteners arecomplete and at no IncIlme should any b 5.Design ads groater thanand are for ins atrusses sre"of baused a use. TRANS I D: LINK design bads be applied to any component. g.Design assumes NII bearing at all supports shown.Shim or wedge If y N.CompuTrus has no control over and assumes no reepoaroNgy for the neweary. E/l Pi� 12/31/2017 febdwan,handling,shipment and installation of components. 7.Deagn assumes adequate drainage is provided. May Z3,2�17 8.This destgn Is furnished sub)ed to Be.limitations set forth by B.Plates shall be located on both faces of truss,and placed so Meir center TPWANTCA In SCSI,=piss of which will be furnished upon request. lines colndde with)NIM center fins. 9.Digits Indicate etre of plata In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(11)-E to.For Melo 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 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-231) 350 7-6=( 0) 30 BC: 2x9 KDDF #1413TR SPACED 24.0" O.C. 2-3=(-416) 283 7-8=(-176) 266 6-3=( 0) 63 WEBS: 2x4 KDDF (165TR; 3-4=(-370) 334 3-8=(-263) 172 2x9 KDDF STAND A LOADING 9-5=(-110) 14 8-4=(-325) 359 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 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PUP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.2" LL = 25 PUP Ground Snow (Pg) 0'- 0.0" -51/ 950V -180/ 338H 5.50" 0.72 ROOF ( 625) 7'- 3.0" -199/ 950V 0/ OH 5.50" 0.72 KDDF ( 625) 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11 4-00-03 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T f >( MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.317" 5 MAX TL DEFL = -0.042" @ 3'- 9.8" Allowed = 0.422" MAX LL DEFL = -0.001" @ 7'- 11.2" Allowed = 0.068" 1M-1.5X3 MAX TL DEFL = -0.002" @ 7'- 11.2" Allowed = 0.091" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.120" @ 6'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17Wind: 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=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. r0 I cn M O o M-33c4 M-4x6 M-3x5 l ), y l 3-09-04 3-00-04 0-05-08 y y y ,i• <„,c1/4. 0� PROpt , 1-00 3-07-08 4-03-11 ,!c, t, y 7-03 0-08-03 C,\� y lam' yry�/ p``6) s/eyf 4 :920Vf E _Y441 �JOB NAME : FRENCH 5 PLEX WITH STEP - J7 Scale: 0.3062 l A ' WARNINGS: GENERAL NOTES, unless otherwise ntheprnoted ,�©REG©N z t,Builder and erection contractor should be advised of all General Notes 1,Ibis design N based only upon the parometere shown and la for an Individual 1/4. OREGON�1A f,� Truss: J7 and INarnIngs before construction commences building component Applicability of design parameters and proper �q 0\ 2.204 compression web biasing must be Inpeled where shown+. Incorporation of component la the roaponde to of the building designer. '/\ -7 {A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et fir( !"'F' by is the responsibility of the erector.Additional permanent bracing of 2 o i end et 10 hino.crespectively as ey unless braced throughout Mal!length). 44:6.yFIF.' continuous sheathing such l b pywood aired here)editor drynren?X). 4• DATE: 5/22/2017 me overall structure is the responsibility of the building designer. 3.20 Impact bridging or�terolbrodng required where shown+* SEQ.: K3 2 2 7 3 12 4.No tad should be applied to any component omit alter all bracing and 4.Installation of truss Is the responsibility of the eapedive 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, TRANS ID: LINK design loads be applied to any component. end are for"dry condHlon"ol use. 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supporta Mown.Shim or wedge if EXp1 R ES: 12/31/2017 2/31/2 01 7 fabrication,handling.shipment Installation components. 7.Design assumes 8.This design is fumlehed subject to the limitations set forth by 8.Plates shalt be boateduon both ate ifaces of nage is rusis,eand placed so their center d. May 23,2 17 Gt] £/J f L ll l( TPLAICA In BCSI,copes of which mid be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of pet in Inches. MiTek USA,Ino./CompuTrua Software 7.6.8(1L).E 10.For bads connector plate design values see ESR-1311.ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-138) 189 3-5=(-976) 480 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-463) 429 WEBS: 2x4 KDDF #1&BTR 3-4=(-110) 14 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 = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.1" 0'- 0.0" -53/ 461V -170/ 318H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -196/ 484V 0/ OH 5.50" 0.77 RODE ( 625) For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-02 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" / 1 ' MAX LL DEFL = -0.001" @ 7'- 11.1" Allowed = 0.068" 4 MAX TL DEFL = -0.002" @ 7'- 11.1" Allowed = 0.090" MAX TC PANEL LL DEFL = 0.586" @ 3'- 4.3" Allowed = 0.613" MAX TC PANEL TL DEFL = -0.600" @ 3'- 8.2" Allowed = 0.919" M-1.5x3 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORR. LL DEFL = 0.002" @ 6'- 11.2" MAX HORIZ. TL DEFL = 0.002" @ 6'- 11.2" 1 Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 12 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 oo vs to 5 o1 M-3x4 M-1.5x3 00PR°ks 11-00 y 7-03 0 08-02 c:,. . .00 G1.1\1 . % 89200PE r0 JOB NAME : FRENCH 5 PLEX WITH STEP - J8 , Scale: 0.3640 a� ,�.--" WARNINGS: GENERAL NOTES, unless otherolse noted, OREGON fa, 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters Moven and Is for an individual 1lll GClL.�I W I VV "'Sl Truss: J8 and Warn before construction commences. building component.Applicability of design parameters and proper 1� 2.ata compression ash br.dng moat be mat.ned where shorn�. Incorporation of component is the responsibility of me building designer. -74. 4, ''47 1 4.. 2-O' te+ 3.Additional temporary booing to Insure stability during construction z.Design assumes me top and bottom moms to b.laterally braced et [1 Is me reeponsNlity of the erector.Addbional permanent bracing of T c0ontinuous and et t O sheathinghirespectively cc plyplywood antes.booed(TC)and/or their length(. t3 X1.10- wnmpact a,such as pion re requisheatred onlrs,e hewn 4 tlrywaA(BC). syr DATE: 5/22/2017 the overall structure Is the reaponstbAlty of the building aestanec 3.Zr Impact bridging or lateral booing required where shown.. SEQ.: K 3 2 2 7 313 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the reeponsibfuty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses area be used Ina non-corrosiive environment, TRANS I D, LINK design loads be applied to any component. lona are for"dry condnan^Druse. • 5.CompuTrus has no control over and assumes no respensiblihy for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: �1/Pl p CC++. !]/ !A(I1 7. fabrication,handling,shipment and lnstapation of components. 7.Design assumes adequate drainage is provided. May 23,2017 Al G4J Ll JL.I)i( 8.This design is furnished subject to the limitations set fort by 8.Plates shall be located on both faces of truss,and placed so their canter TPITA/TCA hr BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of piste in Inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-186) 176 3-5=(-210) 222 BC: 204 KDDF kl&BTR SPACED 24.0" O.C. 2-3=(-235) 229 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 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 = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -117/ 435V -45/ 126H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -17/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) '* For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 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" 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 4.0" Allowed = 0.226" 4 MAX BC PANEL TL DEFL = -0.063" @ 3'- 8.6" Allowed - 0.415" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.002" @ 6'- 11.6" MAX HORIZ. TL DEFL = -0.002" @ 6'- 11.6" 12.00 7 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 mph, h=22.9ft, TCDL=6.O,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. 0 M Ar. o M-3x4 M-1.5x3 1 .Jr 1 y 1-00 7-03 _ T"� PRO �,.,00 PROpen•NW S SC :9,200 JOB NAME : FRENCH 5 PLEX WITH STEP - J9 / Scale: 0.5765 7r ''N.. WARNINGS: GENERAL NOTES, unless upon noted 7 , OREGON �� 1.Builder and erection contractor should be advised dell General Notes 1.This design is based only upon the parameters shown and Is for an individual OREGON Truss: J 9 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown a. Incorporation of component is the responsibility of the building designer. �/t �' {A f1 Q� ^i.. 3.Addgienei temporary bracing to Mauro stability during construction 2.Design assumes the top and bosom chords to be i t re y braced at u 1 W 4 Is the responsibility a!the erector.Additional permanent bradng of T o e end et 10'o a respectively unless braced throughout Meir length by /w,.`R. DATE: 5/22/2017 the overall structure is thereaibA rmebuildingdesigner. 2xcontinuotsstreaminglatessacwgre vire where shaven ��'///(y H apo" kY° 4.In impact boil truss is laterale bracingrequiredof the whpe Macon contractor.a SEQ. : K3227314 4.Nobedsareld be cmiselantoonocomponentanyil alleyalleretlnhantl 5. etinntuftrlathsretobeoftherespectiveenion fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nonc°rroelye enmranmem, design bads bee lid to an M. and are for"thy condition"of use. TRANS ID: LINK g" no any 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.CompuTrue hes no control over and aswmes no responsibility for the neceswry fabrication,handling,shipment and installation of components. 7.Dedgn assumes adequate drainage is provided. IN May 23,2017 S.This design is furnished subject to the limitations set forth by B.Plates shall be Reared on both faces of truss,end aced so their center TPIIN7TCA in SCSI,copies of which will be furnished upon request. lbws coincide with joint center lines. 9.Diggs indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19F03(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 (CODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 95 2-4=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-56) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" 12 TOTAL LOAD = 95.0 PSF 0'- 0.0" -65/ 291V -9/ 37H 5.50" 0.47 KDDF ( 625) 7.00 1;7' 1'- 1.3" -61/ 28V 0/ 0H 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.0" -20/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING)Jts:2,4,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 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" @ 0'- -9.0" Allowed = 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" I MAX TC PANEL LL DEFL = -0.001" @ 0'- 9.2" Allowed = 0.056" I MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.2" Allowed = 0.084" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 1'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 3.2" Design conforms to mainindforce-resisting -I system and componentsand cladding criteria. Wind: 140 mph, h=19.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0"1111193 oin the plane of the truss only. ti ItifNoOI O 1 ' �c( 0 P R OF�Css J. 0-09 J. 1-04 y co�CrC23, A1V �R '� :'92OOPE JOB NAME : FRENCH 5 PLEX WITH STEP - Ll /, Scale: 1.1955 � . WARNINGS: GENERAL NOTES, unless ethemtse noted OREGON 1 Ill 1 41 1.Builder and erection contractor should be advised of al General Nates I.This dealgn Is based only upon the parameters shown and l for an individual 9} A L✓1-A.0 V N V y� . Truss: L1 end warnings before construction commence.. balding component.Applkablllty of design parameters end proper S✓ /ii �Ys 2.2a4 compression web bracing mull be installed where shown.. Incorporation of component is the reapnnalbNlty of the building designer. <0 Al"7�` 1 A 2,O s'3'" 3.AddNonal temporary bracing to Insure stability during combustion 2 Design assumes the top and bottom chords to be laterally braced at V�A 1`# Is the responsibility of the erector.responsibility permanent bracing of 2 a.c.end al 10 o c.respec1Nely unless braced throughout their length by I �:R 4 L+ DATE: 5/22/2017 the overall structure k the ra sibNl f the building designer. 9:continuous sheathing or wer a plywood sheathing(7G)reshown •drywaN(BC). 4 aeon ty o 0 0 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3227315 4.No road should be applied in arrg oeepneant until alter all bradng and 5.4.DesilntlewmIn s*the earea cto becastedity fteereepehlcaNeenacontractor. fasteners are complete and at no time ehouk any bads greater thanend are for"dry trusses are use. TRANS ID: LINK design bade be applied to any component. S.Design assumes NA bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.CompuTrus has m control over end assumes no responsibility for the �', . fabrication,handing,shipment and Installation of components. 7.Deign assumes adequate drainage Is provided. BR d 23,2017 .This design is Nmiahed subject to the limitations set forth by N.Plates shall be located on both faces or buss,and placed so their center TPIANTCA In SCSI,cease of which Mil be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate aloe of plate In Inches. MiTek USA Inc./CompuTrus Software 7.6.8(11)-E 10.For beak 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 2'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 RIDE' #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 45 2-4=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-52) 24 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: 9.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -42/ 257V -13/ 48H 5.50" 0.91 KDDF ( 625) 1'- 10.9" -25/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.0" -4/ 20V 0/ OH 5.50" 0.03 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,4' 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 10 PSF 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 = -0.001" @ 0'- -9.0" Allowed = 0.075" T ' MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX BC PANEL LL DEFL = 0.001" @ 1'- 1.7" Allowed = 0.071" 12 MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.00 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=19.8ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -1 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o I vz 0 H , 0 IN 0 1 �l �l4 M-3x4 J• y l 0-09 2-04 `�. 04. ,NIF •� s'°- cw` 89200PE,/ �' JOB NAME : FRENCH 5 PLEX WITH STEP - L2J1 �'' / , Scale: 0.7154 a 40 WARNINGS: GENERAL NOTES, unlessotherwlsenoted OREGON I.Builder and erection contractor should be advised of act General Notes 1.Thls design Is based only upon the parameters shown and Is for an individual �+OREGON iJ/V w` � Truss: L2J1 and Warnings before construction commence. building component.Applicability of dee gn parameters and proper ✓f �1 2.254 compression web baring must be installed where shown+ Incorporation of component b the responsibility of the building designer. <0 Al7)'" 1 4 2. •' 3.Additional temporary bracing to Insure stability during conslrucsee 2.Design manes the top and bottom chorea to be Sterility baced at fir( _ � Is the respnnaib ly of the erector.Additional permanent bracing of 2'o c end et f 0 o c.rsuch as plywood ly unless lanced throughout maty length by ��'1 R 10- DATE: 5/22/2017 the overall structure Is the responsibility of the building designer. 3.2e Impact bddgin0 sheathing late al bracing required where shovmo+d+rywag(Bc). SEQ.: 143227316 4.No load should be applied to any component until alter all baring and 4.Installation of Inns Is the responsibility of the respective contractor. fasteners are compete and at no time should any bads greater than 5.ledge assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads beapptied to any component. and are for"dry condition"of use. 5.CompuTnn hes no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports Mose.Shim or wedge If EXPIRES: CCS n Js� //]0.4 fabrication,handling,shipment end installation of components. necessary. /elf fl.0 t3 L'LJ7 IL I 8.This designis furnishedw d to the limitations set forth 5.Plates assumesadeduoneothifage is truss,rusisend. May ry�reyO subject by S.lines etas snail be located on both faces of end placed so their center 'V' y L L TPIIWICA In BCS',copies of which vAl be furnished upon request. Ilnse coincide with bins center lines. 9.Digits indicate Sze 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•l gee(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 45 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-55) 29 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: 9.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -40/ 263V -15/ 55H 5.50" 0.42 KDDF ( 625) 12 2'- 1.3" -2/ 24V 0/ OH 5.50" 0.04 RODE ( 625) LL = 25 POP Ground Snow (Pg) 2'- 4.0" -26/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) 7.00 LL LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IeROVIDE FULL REARING;Jts:2,9,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-7 psf) uplift at 24 "so spacing. BOTTOM CHORD CHECKED FOR 10 PSF 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" @ 0'- -9.0" Allowed = 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.002" @ 1'- 5.3" Allowed = 0.134" MAX TC PANEL TL DEFL = -0.002" @ 1'- 5.3" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL = -0.000" @ 2'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 3.2" Design conforms to main windforce-resisting system and components and cladding criteria. /' 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=l.6, o Truss designed for wind loads , I in the plane of the truss only. m 0 ti L o 0INI o 1 ►9 116:234 / M-3x4 1 l l .,1(51‘ Q� ss 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - L2J2 /�. Scale: 1.0110 WARNINGS: GENERAL NOTES, unlanothervdsennted OREGON je,. I.Sadder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown end h for an Individual !1 C1.7^W 1 V "'(/ Truss: L2J2 and Warmnga before oonetruceen commences. building component.Applicability of design parameters and proper Z.3x4 compression web bracing must be Installed where shown e. Incorporation of component la me reeponbbolly of the building designer. 4/ .4 y' {4 2-O �"�'"� 3.Additional temporary bracing to Ineare*toddy daring construction 2.Design assumes ms lop and Sodom chords to be laterally braced al [.l 7 Is the responsibility of the erector.Additional permanent bracing of cconti and et ee o n.reach as ply unless braced throughout their eellenB(.by ti 1-7 4 L- DATE: 5/22/2017 the overall structure is the responsibility f the building designer. Minuets Sheathing later as braplycingd reqshuired where shown and/*r drywag(BC). gY o 3.DI Impact bridging or Sterol brecinp required where t. SEQ.: K3 2 2 7 317 4.No bad should be applied to any component until after all bracing and 4.Installation of trues Ie the reeponeibuat the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are S be used In a non-corrosive environment, TRANS ID• LINK dagger bade be applied to any component. sera.re or"dry condition"oruse. 5.CompuTrua hes no control over and assumes no reeponstbdty for the 6.De eon assumes NA bearing gall supports shown.Shim or wedge If EXPIRES: �1 2/31/2017 fabrication,handling,shipment and installation of components, necessary. /l l- flG tJ lG J Lill i 7.Design essassumes aded a both face is provided. May 23,2017 6.This design is furnished eased to the limitations ml forth by e.Plates shell Debuted on Som taus of truss,and ptace0 so their center TP W6TCA in SCSI,copies of which will be fumbhed upon request. Ties coincide with joint center lines. 9.Digits Indicate size of plele In inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector date design values see EOR-1311,ESR-1933(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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 95 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-51) 24 • TC LATERAL SUPPORT 5= 12"OC. VON. LOADING BC LATERAL SUPPORT G= 12"OC. VON. 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: 9.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -45/ 260V -13/ 48H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -15/ 18V 0/ OH 5.50" 0.03 (DDE ( 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 'PROVIDE FULL BEARING;Jta:2,4,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.106" 12 MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N O � T _J 0 1 4 M-3x4 1 1 l 0-09 2-00 NAV PRQ/ ss 17 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - L2SJ1 Scale: 0.7154 WARNINGS: O.mae NOb, any uponhhe se parameters • 4,1Ji1C1.7VN fe 1.Builder and erection contractor should be advised of all General Notes i.This design le based only upon the parameters shown and Is for an Individual 1J/l C1.l�..iA V Truss: L2SJ1 and Warnings before construction commences. building component Applicability of design parameters and proper (�1N 2.2M compression web bradng must be Installed where shown a. Incorporation of component is the responsibility of the building designer. �./'� �` 2-"'•` a• 'r 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom Morde to be leterelty braced et V 14 �.v[{k Is the responsibility of the erector.Additional permanent bracing of 2'continuous and o 1 a5 hino.crespectively as ply unless braced(TC)andror throughout their length by VYt continuousahgingor latchaepywootluired where dryweA(BC). DATE: 5/22/2017 rile Quer=n structure is me ratpondminy of the building designer. 3.24 impact bridging or lateral bracing required where shown.. SEQ.: 53 2 2 7 318 4.No load should be applied to any component until after all bracing and 4.Installation of truss k the responsibility of the respective contractor. fasteners era complete and at no gine should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied a any oomponeH. and are for^an condition"or use. TRANS ID: LINK 6.Design assumes AAbeadngatansupponashown.Shim orwedge if 5,eompuTrts has nocontrol over and assumes no responsibility formemmwEXPIRES:' 12/31/2017 fabrication,handling,shipment and lnetaSatlon of components. 7.Design swines adequate drainage A provided. May 23,2017 B.This design Is famished tabled la the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/AICA In SCSI,copies of which set be furnished upon request, lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 1L E 9.Digits Indicate size or plate in inches.. P ( (- 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 5'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDE'/Cq=1.00 TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-79) 67 WEBS: 2x9 KDDF STAND 3-4=( -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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 411V -22/ 686 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.90 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 29 "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 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 = 0.057" @ 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' l' 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 4.00 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=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti N ti 2 5 M-3x4 M-1.5x3 � l 1 y 5-05-04 0-03-12 1-00 5-09 pp � cO PRO S 17 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - P1 ,/�✓ Scale: 0.6079 410 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON 1.Bulkier and ereaen anlrenor should be advised of aA General Notes 1.This design is based enN upon the parameters shown and Is for an individual L /„Al ©A Truss: P1 and waminge before construction commences. building component.Applicability of design parameters and proper 2.zea compression web bracing mace be Iml.Oed where snow„e. Incorporation of component Is the responsibility of the building designer. <j+h 1 4 2 3.Additional bradng to insure stability during construction Z.Desitin assumes the top and bottom dards to be laterelN bnad al V ¢.. Is the reapansiblity of the erector.Additional permanent bracing of T o c.oil at hes hino.crespectively unless bread(TC)en throughout their length by F1 I's \_ DATE: 5/22/2017 the overall structure la the re elbA f the buiWn de continuous sheathing or sueheaaving e iaslhlnp(TC)md/or drywaA(BC). apon tir o g signer. 3.za impact bnaBinB or lateral braving required where mown.. SEQ.: K3227321 4.No lead shethd be applIed teeny coepenant 001:1 aBa,all braving asd 4.Installation sum ssiiasthheresponsibility me.b used In anun respective contractor. ntralnnrmenl, fasteners ere complete and el no time should any loads Seater than gn design was.be applies to any component. and are for“dry anamon^of use. TRANS I D: LINK 6,C epoT ua hes no control over dna assumes no responsibility for the 6.Design assumes NA bearing at allsupports shown.Shim or wedge If EXPIRES: 12/31/2017 fabricalwn,handling,shipment end Retalationofcomponents. 7.Degn assumes adequate drainage is prodded. May 23,2017 6.This desgn is furnished subject to the limitations set fodh by 6.Plates shall be located on both faces of truss,and placed so their*enter TPINJ1CA In SCSI,copies of which MI be furnished upon request. lines coincide 04th joint anter lines. 9.Digits indicate alae of plate In Inches. MITek USA Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector piste design values sea ESR-1311,ESR-1988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 0160TR LOAD DURATION INCREASE = 1.15 - 1-2=( 0) 37 2-5=(-29) 33 3-5=(-158) 109 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-65) 46 WEBS: 2x9 KDDF STAND 3-4=( -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 = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 372V -18/ 57H 5.50" 0.60 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 9'- 9.0" -31/ 204V 0/ OH 5.50" 0.33 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF 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 = 0.299" 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 T T T 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" MAX HORIE. TL DEFL = 0.000" @ 4'- 5.2" 9.00 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 4 End vertical(s) are exposed to wind, 3 Truss designed for loads in the plane of the truss only. 0 ti ti ...,,s/IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ,r) L0 1 co 1 1 2►' ►/s CD M-3x4 M-1"5x3 1 1 1 4-05-04 0-03-12 1-00 4-09 892O0PE �r JOB NAME : FRENCH 5 PLEX WITH STEP - P2 ./ Scale: 0.6189 �� In CC. WARNINGS: GENERAL NOTES, unless othenMsethe par noted: ,OREGON �fz 1.Builder and erection contractor should be advised of NI General Notes 1.This design Is based only upon parameters shown and is for an Individual OREGON'V ". , Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper A Z.2x4 compreast web bracing moat be InataS d where.haws.. Incorporation of component Is the responsibility of the building designer. </�s �` 1 4 ZQ` "'�. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom Words to be Woody braced at 4( �s� I R)�... by Is the reeponNbIlity of the erector.Additional permanent bracing of T o continuous and a1 ea10'hino.crespectively unless braced(7C)a d/ihelr length). '!"tw,Y DATE: 5/2 2/2 017 the overall structure is the responsibility of the butiding designer. 3 mpactt idging or such as plywood required a where s and/or dryvng(BC). (�,"`H n4, g or lateral bracing required where shown t+ SEQ. : K 3 2 2 7 3 2 2 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the aponsibnity of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a nonaarrosiwe environment, tlelgn bads be applied to any component. and are for"dry condaian"of use. TRANS ID: LINK B.Design assumes NI bearing at atcuppedeshown.Shim orwedge If EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responslbilty for the cocessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. May 23,201 7 8.This design le lumished seged to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter TP WJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits indicate size of plata In inches. MITek USA,Ino,/CompuTrus Software 7.6.8(11)-E /0.For bask 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 5'- 9.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 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=20.lft, TCDL=6.0,RCDL=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 = 45.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. vertical members (von). 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. 5-05-04 0-03-12 T f 12 9.00 M-1.5x3 3 4 -/ • ti 1 2 ti _ OI 1 - � 5 6 M-3x4 M-1.5x3 y y l 1-00 5-09 9200p JOB NAME : FRENCH 5 PLEX WITH STEP - PGE •Scale, D-6454 ` WARNINGS: GENERAL NOTES, uNess ethemlea noted' ' OREGON (�pu1 fv 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 Individua -ssol w�tJ1lll C4lk✓�I�VA ""(J Truss: PGE and warnings before conetrudion commences. building component Appllubility of design parameters end proper �(� \ 2.2a4 compression web bracing mea be installed where shown+. Incorporation or component Is m.reaponsibniry Orme building designer. /1ti }0, 14 �... 3 Additional bracing to insure Nobility during construction z.Design assumes me tap dna bottom moms to los laterally brava el CJ N me responsibility permanent T nti end M 10'hin rsuch as pry unless bread throughout their engin t) Ry of iM erector.Additional h N bracIng of continuous sheathing or Sven as prywood required aced t rou and/or drywal(BC). ,(y DATE: 5/22/2017 the overall structure Is the re.ponabuity of me building designer. 3.2a Impact bridging or lateral bracing ruirwhere shove++ SEQ.: K3 2 2 7 3 2 3 4,No load should be applied to erg component until ager all bracing and 4.Insta5abon of truss is the responsibllby of the respective centredo, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID• LINK design leeds bo applied to any userponont end cr5 tar dry randalan close. 8 B.Compuirua has no control over and assumes no responsibility for the N .Design assumes 9 bearing al all supports shove.Shim or wedge If EXPIRES: 12/31/2017 necessary. �} fabrication,hg,shipment and Installation of components. 7.Design assumes adequate drainage a provided. May 23,201.l 7 8.The design Iss furnished sided to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIM71CA In SCSI,copies of which will be Banished upon request. lines coincide wtm Joint center lines. 9.Digits Indicate Mee of plate In Inches. MITek USA,Inc.lCompuTrus Software 7.6.8(1L)-E to.Far basic connector plate design values see ESR-1311,ESR-f088(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/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-211) 114 4-2=(-309) 48 BC: 2x4 KDDF 01.BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=(-157) 290 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX BORE 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" -19/ 328V -76/ 141H 5.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.3" -102/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 1'- 11.7" -31/ 64V 0/ ON 1.50" 0.10 KDDF ( 625) 1-11-11 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:4,5,3I /REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ` 'I I 1C OND. 2: Design checked for net(-7 psf) uplift at 24 "oo spacing. ) BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" 12.00 7 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed = 0.137" MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed = 0.206" 3 -/ SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" MAX HORDE. TL DEFL = -0.002" @ 1'- 10.9" 0"/ r Design conforms to m rndforce-resistinq system and componentsand cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M- load duration factor=l.6, oEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r- m N I 0 1 , 1111111114, IMIIIIII /- 4► �5 M-1.5x3 M-1.5x3 l b ,L 1-00 2-00 ' 89200PE r' JOB NAME : FRENCH 5 PLEX WITH STEP - SJ1 i'' ,II�-�', �„... -e---- Scale: 0.6309 WO 1.WABuilder O.Third design NOTES, unless on thrwise e parameters 7OREGON jr'^' 7.and W r din s before contractor r,n uldcon be advised of aA General Notes 1.This design 1p rent.Applicability upon the p od design parameters meter and is for en individual OREGON V rS✓ Truss: SJl antlWamingsbeoreconstmdloncommenes building omponentApplkabllHyofdesignparameterandpoper t� 2 244 compredon web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building assigner. !f,/ti14 f1 O` �'�+.. 3.Additional temporary bracing t0 insure stability during construction Z Design assumes the lap and bottom chortle to be Ieter throughout braced at V 4:11' L by ie the responsibility of the erector.Additional permanent brecing of T ntin and m 10 hino.creuch ee ply unless eat n(TC)an/their length). "qt*`A 11-‘,- DATE: 5/22/2017 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood re uired here)shovel f tlryweA(BC). �! aL71 9 3.2x Impact bridging or the precing required the where mown++ SEQ.: K3227324 4.Noload enesarecoelapplied many ticomponent houldauntil yafter ailettinhend 5.Deelgntion asofePuss esarehoneuseIco.norose respective coev fasteners era complete and at no time should any loads greater than 5.and assumes trusses are 1s be used In anon-corrosive environment, design loads be applied m any component. end ne for"dry contlHlon"of use. TRANS I D: LINK S.CompuTrva has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling.shipment and installation of components. ne sIgn assumes 7.Platessasumesatled oneothl faces of truss,d.an May 23,2017 B.This design Is furnished eubJacl to the limitations set tori by B.Plates shall be located on both feces of iruas,and placed w their comer TPI/vVrCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs indicate sin of plate in inches. MiTek USA,Ino./CompuTfus Software 7.6.80LiE 10.For basic connector plate design values see ESR-7311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=(-135) 100 3-4=(-197) 154 3-1=(-275) 168 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-4=(-250) 31911 WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -46/ 185V -97/ 149H 5.50" 0.30 KDDF ( 625) TOTAL LOAD = 45.0 PSF 1'- 6.7" -147/ 110V 0/ OH 5.50" 0.18 KDDF ( 625) 3'- 8.7" -87/ 141V 0/ OH 1.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 'PROVIDE FULL BEARING:Jts:3,4,21 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. 1 BOTTOM CHORD CHECKED FOR 10 PSF 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'- -3.0" Allowed = 0.042" 12 MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" 12.00 -/ SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.005" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.005" @ 3'- 7.9" I) I 011 0 0°°°°°°°°°°°° Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, 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. 0 I r 0 M-3x4 u, lifillillik , 0 , I Z 1 :-1.5x3 M-1.5x3 3' 1-09 1 1-11-11 b c0 PR OE , Coco N0tNEtcR �0 11 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - SJ2 401P,A41r.. Scale: 0.5068 4 WARNINGS: GENERAL NOTES, unless otherwise noted er yly OREGON r f�r'1R l kr I.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an individual 77 AA__ fFl7 C�i 44.J✓�1 VV w` Truss: SJ2 and Warnings before construction commences building component.Appbabnity of design parameters and proper 1^ A. 2.2x4 compression web bracing must be Hal led where shorn+. incorporation of component is the responsibility of the building designer. '<D 7 . 1 A f Q' ± 3.Additional temporary bracing to Insure stadia)/during anatrucbon 2 Design assumes the top and bottom chords to be laterely bread at V `Y _ i?.. Is the responddllty of the erector.AddBional permanent bracing of 2 o inc.uous and at ea o a respectively a ply cod s braced throughout their length by R R.4 I..� DATE: 5/22/2017 the overall structure Is the n responsibility of me building des Za Impalsheatgi or At eaaoig reuiratsdr 5000 dryw.l(Bc). (.� VP aeon igar 3.2a tropes bridging or lelerel bracing required where anew,.. SEQ.: K3227325 4.No load should be applied to any component until alter all bracing end 4.Installation oftruIss is the areMnbblEEaattenonprctmvaesive ntractor. fasteners are complete and at no time should any loads greater than and gra for"dry blase n"are to be TRANS ID: LINK design loads be applied to any component. mon m 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES. 12/31/2017 B.cornTrue has no control over and assumes no re eibll forme EXPIRES:FI.L i3 Lill LLl I I fabrication,handling.shipment and instalationofcomponents. T.Design assumes adequate drainage is provided. May 23,2017 6.Thio design Is furnished euged to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their anter TPWITCA In SCSI.copies of which will be famished upon request line coincide wile joint center tins. B.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(IL)E 10.For bask connector plate design values see ESR-1311,E511•1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-341) 136 4-5=(-286) 154 4-1=(-584) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-169) 0 1-5=(-250) 463 WEBS: 2x4 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 I BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1 TOTAL LOAD = 45.0 PSF 0'- 0.0" -95/ 448V -115/ 247H 5.50" 0.72 KDDF ( 625) OVERHANGS: 0.0" 24.0" 1'- 6.7" -264/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 8.7" -306/ 437V 0/ OH 1.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VROVIDE FULL BEARING;Jts:9,5,21 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'C 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 10 PSF 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'- -3.0" Allowed = 0.092" MAX LL DEFL = -0.039" @ 5'- 8.7" Allowed = 0.200" 3 MAX TL DEFL = -0.047" @ 5'- 8.7" Allowed = 0.267" MAX BC PANEL TL DEFL= -0.000" @ 0'- 10.2" Allowed = 0.061" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.010" @ 3'- 7.9" 12.00 7 MAX HORIZ. TL DEFL = -0.010" @ 3'- 7.9" Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=22.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), j0 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 ti r 0 M-4x6 1 L A 16k.‘ N .-1 1 0 1Ink rI rai f 4. ►.4 5 --i M 1.5x3 M-1.5x3 y 1-09 y 3-11-11 y C.' `x Gy Er 00 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - SJ3 r /00' . -- Scale: 0.4058 � - . .'q.. .. WARNINGS: O. hRAe design NOTES, uMeupon he ee parameters ate ate 74. 4,OREGON �t'- Truss: S J3 Builder and erectionconstruction contractor Mount be eddied ofall General Notes Thisldealgn p beesd only upon the p parameters meant end is for an Ind dual OREGON L7 ({ and Warnings balers conebudlon commences. building component.Applicability of design parametero entl proper 2.2s4 compression web bracing must be installed where shown 5. Incorporation of component is the responsibility of the building designer. f/"; �` 14 f10 ^ 3.Additional temporary bracing to insure stability during construction 2.Design and et 15 the top and bottom.ee ler to be lethally bread at "CrA ill L � ie the responsibility of the erector.Additional permanent bracing of c o i ant et ea o ngc.scenes ply woods braced(TC)and/or their lengthtt)Bby /y ` fi 10- DATE: 5/22/2017 the overall structure o thereresponsibility 2.impact et etehactacplywoodrequired where +r R v. apon 8Y of the building designer. 3.2s Impact bntlglrg or lateral bracing requlrotl where Moven 5 SEQ. : K3 2 2 7 3 2 6 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibdtiy of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non-corrosive environment. TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes all bearing at all supports shown.Salm or wedge If EXPIRES:[] n/ /A0 17 fabrication,handling.shipment end installation of components. coBna s 1 7 1 R ! f L 7.Design aeNmeHe led on drainage is russea. May 23,2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and paced so their center TPIA'VICA in SCSI,copies of which MAI be furnished upon request. lino coincide with joint center lines. uTrus Software 7.6.8 1 L E 8.Diggs indicate We of plate In inches. MiTek USA,Inc./Cam P ( )- to.For basic connector plate design values see ESR-1311,ESR-1688(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-50) 23 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 = 95.0 POE 0'- 0.0" -45/ 342V 0/ 93H 5.50" 0.55 KDDF ( 625) 3'- 9.7" 0/ 4311 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -99/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,4,31 9.00 17 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, 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 TC PANEL LL DEFL = 0.011" @ 2'- 1.9" Allowed = 0.189" MAX TC PANEL TL DEFL = 0.010" @ 2'- 1.9" Allowed = 0.283" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.8" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=1.6, Truss designed for wind loads ro in the plane of the truss only. /- _ M 1 _ _ I `/ f 2�l 4/\ M-3x4 01 l h 1-00 3-07-08 ��C1 ,� Posit co�c� G / � 89200PE r' JOB NAME : FRENCH 5 PLEX WITH STEP - T1 Scale: 0.9309 �. �/ WARNINGS: GENERAL NOTES, unleseothenNse noted OREGON . i Builder and erection contractor should be advised of all General Notes 1.Thio deal.la based only upon the parameters shown and Is for an Individual V Il G.VIA„✓1 V V Truss: Tl and Warnings before construction commences. bullding component.Appllcabl8ty of design parameters and proper L t} �� 2.204 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the bulMing desi.er. 1� -77�" 14. 3.Addmonal temporary bracing to Insure stability during oonatruction 2.Design assumes the lop and bottom chorda to be laterally braced at le the responsINFN of the erector.Additional permanent bradng of 7 0.0.and at 11 0.0.rsuch as ey unless braced throughout mete length by ,i I V` continuous sheathing such as plywood aired here s and/or drywaN(BC). 1.+ DATE: 5/22/2017 me overall structure la the responsibility of the building dealer. 3.20 Impact bridging or lateral bradng required where shown.. SEQ.: K3227327 4.No load should be applied to any component until after all bradng and Installation truss is the aretoresponsibility df the respective orroa aana 4. contractor. e fasteners are complete and at no time should any loads greeter than4.Oeeiand aaare for"dry assumes trutrusses areion"of use. TRANS I D: LINK design loads be applied to any component. 6.Design saeumae NI bearing at ail supports shown.Shim or wedge If 5.CompuTmshas nocontrol...and assumes noresponsibllllykrthe a . EXPIRES:' 1212/31/9017fabrication,handling,shipment and installation of components. 7. „y. Design assumes adequate drainage is provided. May 23,2017 8.Thio design Is fumbhed subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPUWI'CA in SCSI,copies of which will be Nmishad upon request. lines coincide with joint center lines. 9.Digits Indicate dee of plate In inches. MiTek USA,Inc/CornpuTrus Software 7.6.8)1L)-E 10.For basic connecter plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -98) 100 6- 7=(-504) 3542 1- 6=( -72) 180 4- 8=(-204) 178 2x6 KDDF #16BTR T2 2- 3=(-598) 588 7- 8=(-504) 3542 6- 2=( -204) 178 8- 5=( -72) 180 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-598) 588 6- 3=(-4670) 622 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -98) 100 7- 3=( -698) 4394 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 3- 8=(-4670) 620 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 450.0)+DL( 380.0)= 830.0 PLF 0'- 0.0" TO 9'- 8.0" 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) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -754/ 4961V -2000/ 2000H 5.50" 7.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 9'- 8.0" -754/ 4961V -2000/ 2000H 5.50" 7.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 paf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 _''-- Attach 2 ply with 3"0.131 DIA GUN MAX LL DE FL = -0.025" @ 4'- 10.0" Allowed = 0.937" nails staggered: MAX TL DE FL = -0.045" @ 4'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x4 top chords, SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 2 row(s) throughout 206 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = -0.0013" @ 0'- 5.3" 9" oc in 7 row(s) throughout 2x9 webs. 0-11-11 7-08-10 0-11-11 'COND. 3: 2000.00 LBS SEISMIC LOAD. I T 1 1 f Design conforms to main windforce-resisting 0-11-11 3-10-05 3-10-05 0-11-11 system and components and cladding criteria. Wind: 140 mph, h=28.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 712.00 load duration factor=1.6, End al(s) are exposed to wind, Trusss designed for wind loads in the plane of the truss only. M-4x6 M-4x6 2 M-4x8 M-1.5x3 A � ,liN M-1.5x3 ill t CNN N ® ® - M®I 6�� 7 !=ss8 M-8x8 M-4x8 -:m-8x8 J' l l Y 4-10 4-10 .��j`G�.PR y y :9200P JOB NAME : FRENCH 5 PLEX WITH STEP - XH1 / '� Scale: 0.3424 t WARNINGS: GENERAL NOTES, unleseothenWeenotad *aP OREGON �'. 1.Builder and erection contractor Mould be advised of all General Notes 1.This design la based only upon me parameters shown and h for an individual J +VV fl G sd Truss; XH1 and Warnings before conetrudlon commences, building component.Applicability of design parameters and proper -avf�p 2.2x4 compression web bracing must be NMallatl Where shown incorporation of component ie the responsibility of the building designer. /,/�/�� '7 r 1 4 2 0 �'A.. 2.Dealgn assumes the top Srd bottom chords to be laterally bream!et CJ 1 l+ ,s, 3.Additional temporary bracing b Insure stablltiy during construction 2 o.c.and al 7 d o c.reapedNety unless braced throughout malt length by .1) Is the responsibility of the erector.Additional permanent bracing of 25 tep ous sheathing such as plywood Meaming(TC)and/or drywall(BC), ":• a:,a.F1 I IO- DATE: 5/22/2017 the overall structure N the reaponNblllly of the building designer. 3.2a Impact bridging or lateral bracing required where shown+. ■f7 1 SEQ.: K3227328 4.No mad should be applied to any component until after all bracingand 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no see should any loads greater than 5.Design ensue..trusses are to be used In a noncorrosive environment, design loads be lied to anyend are for dkion"of use. TRANS ID: LINK g ppwmponent. ry en 5.OompuTms has no control over and assumes no responsibility for the 8. e as n cess assumes run bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 r' fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage la provided. May 23,2017 5.This design lased subject to the limitations set forth by A Plates shall be heated on both faces of Was,and placed so Melt center TP W1?CA In SCSI,CSI,copies of which will be furnished upon request. lines coincide wdlh joint center lines. 9.MiTek USA,Inc./CompuTrus Software 7.6.8(1L).E to.Poor beak connecens indicate size rplate In ign values platedesign values see ESR-7377,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-245) 133 4-2=(-1165) 657 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=( -713) 1314 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" -363/ 796V -143/ 219H 12.00" 1.27 KDDF ( 625) OVERHANGS: 12.0" 0.0" CO- 10.2" -853/ 465V 0/ OH 12.00" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) 12 12.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 3 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -.'BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 'p' MAX HORIZ. LL DEFL = -0.076" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.078" @ 1'- 10.9" Design conforms to main windforce-resisting OM-4x4 system and components and cladding criteria. 2 Wind: 140 mph, h=29.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), ID load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. I 1 r 0 N ul r 0 in li 1 BOMBE fA -� 4 5 M-1.5x3 M-1.5x4 y 1-00 ' 1-00 y0-11-11 y i'EO PROF- 89200PE r" JOB NAME : FRENCH 5 PLEX WITH STEP - XJ1 Scale: 0.5181 , In WARNINGS: GENERAL NOTES, unless omeronea noted. OREGON Ja(r 1.Builder and erection oontrador should be advhed of all General Notes 1.Thio design h based only upon the parameters Mown and Is for an Individual OREGON �(�'(/ Truss: XJ1 and Warning.before construction commences. building component.Applicability of design parameter.and proper +f �^�� " 2.204 compression web bradng must be Installed where shown v. Incorporation et component la the responsibility of the building designer. J'1 1/I O 3.Additional temporary bracing In insure stabllEy during construction 2.Oastgn assumes the lop end b5 em chords to be laterally braced at u �` 7 r'Y la the responsibility of the erector.AddBbnal permanent bracing of Yo a and H 10 o.c napsdNety anise.Raced throughout their length by `�/E a",`I x,� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ('H,L77 DATE: 5/22/2017 the overall structure Is the responaibWBy of the bugding designer. 3.2r/Impact Ridging or lateral bradng required where Mown•n SEQ. : K 3 2 2 7 3 2 9 4.No load Mould be applied to any component until eller all bradng and 4.Installation stal at taurntruss lthe responsibility are xpo sibueyy*Me lB In respec,.contractor. fasteners are complete and at no time should any roads greater than sedgra ss meEry Inches of use TRANS I D: LINK design loads be applied to any component. 6.Design assumes MI bearing at ail supporta Mown.Shim or wedge if �/ {� /ry (� 7 E Com WTrus hes no control over and assumes no responsibility for the necessary.m EXPIRES: 12/31/2017 2/31/201 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage h provided. May 23,2017 flC f fe. 1 8.This design Is NmlMad subject to the limitations set forth by 8.plates shall be located on both faces of Was,and placed so their center TPIMTCA In SCSI,copes of which will be famished upon request. Tines coincide with jolty canter lines. O.Digi.Indicate size of plate In Inches. MiTek USA,Ina./CempuTrua Software 7.6.8(1L)E 10.For basic connector plate design values see ESR.t31 t,ESR-7988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-243) 199 4-2=(-1334) 999 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-146) 105 2-5=(-1070) 1309 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. 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" -511/ 1213V -175/ 298H 12.00" 1.94 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 10.2" -1240/ 623V 0/ OH 12.00" 1.00 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 3'- 11.7" -102/ 147V 0/ OH 1.50" 0.23 KDDF ( 625) 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 = -0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 -/ MAX HORIZ. LL DEFL = -0.083" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.084" @ 3'- 10.9" 12.00 V I, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=30.2£t, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. //M-4x4 0 2 f r r-- 1 1 dl r r 0 rn ii mom f r.,,,,,. -y 4 5 M-1.5x3 M-1.5x4 ), 1-00 y 1-00 ). 2-11-11l 0 PROpt '\ ' s 89200PE ". JOB NAME : FRENCH 5 PLEX WITH STEP - XJ2 ,,, jl�s- Scale: 0.3816 �A alm.1111 "''et WARNINGS: GENERAL NOTES, ur4ess othernse noted '� OREGON Ire`. 1,Builder and erection contractor should be advised of aft General Notes 1.This design is based only upon the parameters shown and Is for an Individual OREGON,V I V ss,,., "V Truss: XJ2 and Warning•before conebudlon commences building component.Applicability of design parameters and proper �y° 2.7x4 compression web bracing muni be installed where shown«. Incorporation of component I°Me reeponslbay of the building designer. '�0 .Al P. 1/I 2-O • �4 3.Addlianai temporary bracing to insure stability during construction 2.Design assumes the top end bottom chards to be laterally braced et V 1 1OF {� Is the responsibility of the erector.Additional permanent bracing of T a.c.and al 10.o.c.respectively unless braced throughout their length by 41E"� �� s DATE: 5/22/2017 the overall structure la the responsibility f the building designer. continuous sheathing such a•plywood sheathing(TC)and/or drywall(BC). aPo^ ky o 9 g 3.Z.Impact bridging or lateral bnctng required where shown«« SEQ.: K 3 2 2 7 3 3 0 4.No load should be applied to any component until after ell bracing end 4.installation of trues Is the re°porof the respective contractor. fasteners are complete and at no time should any loads greater thanbe 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTme has no control over and assumes no responsibility for the 6.mammy. assumes Poll bearing atas supports shown.Shim or wedge If EXPIRES:°. 12/31/2017 fabrication,handling.shipment and installation of components. 7.Plates shaiumeloc teduoneothl face is provided. May23,2017 8.This design is furnished wb)ad to the limitations set forth by S.Plates shell be looted on both faces of true•,and placed co their center TPIAWJCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint canter lines. ' 9.Diggs indicate size of plate In inches. MiTek USA,Ino./CompuTlus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #160TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -92) 96 6- 7=(-680) 4678 1- 6=( -70) 154 4- 8=(-232) 162 2x6 KDDF #16BTR T2 2- 3=(-600) 580 7- 8=(-680) 4678 6- 2=( -232) 162 8- 5=( -70) 154 BC: 2x6 KDDF #1613TR LOADING 3- 4=(-600) 580 6- 3=(-5412) 780 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -92) 96 7- 3=( -692) 4360 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 3- 8=(-5412) 780 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 450.0)+DL( 380.0)= 830.0 PLF 0'- 0.0" TO 9'- 8.0" 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) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -757/ 4681V -2000/ 2000H 5.50" 7.49 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 9'- 8.0" -757/ 4681V -2000/ 2000H 5.50" 7.49 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.i ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3"0.131 DIA GUN MAX LL DEFL = -0.032" @ 9'- 10.0" Allowed = 0.438" nails staggered: MAX TI DEFL = -0.058" @ 4'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x9 top chords, SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" o n 2 row(s) throughout 2x6 top chords, 6" oc in 2 rows) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.010" @ 0'- 5.3" 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. TL DEFL = -0.017" @ 0'- 5.3" 0-11-11 7-08-10 0-11-11 ICOND. 3: 2000.00 LBS SEISMIC LOAD. f 'f '1' 'f Design conforms to main windforce-resisting 0-11-11 3-10-05 3-10-05 0-11-11 system and components and cladding criteria. T ' ' 1 ' Wind: 140 mph, h=29.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 1:77 7112.00 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. M-9x6 M-9x6 2, M-4x10 3 M-1.5x3 e M-1.5x3 s- MMIR4111111111111 ° 1 7 , I iiIi m 0 I I rr1 o N ,_ N ® N ® N �IN E 6 7 M-8x8 M-4x8 L M-8x8 l l l y 9-10 4-10 ,i, .t) PROFF ' ' :9200P �' JOB NAME : FRENCH 5 PLEX WITH STEP - YH1 ,:ii ' - Scale: 0.3946 WARNINGS: GENERAL NOTES, unless other se noted. •P N OREGON '\4. 1.Builder and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shown and N for an individual r OREGON {,,.._ �'(J Truss: YH 1 and Warnings before censtruaion commences. building component.Applicability of design parameters and proper ^ L'� 2.2s4 compression web bredng must be installed where shown 5. Incorporation of component is Me respundbility or the building designer. <0 4 r 1 4 2-' ��"_ 3.Additional temporary bracing In Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at S.l 7 Is the responablpty of the erector.Additional permanent bracing of T o e ant e110'o q rsspectNely unless bated throughouttheir length by 4/Zi.��.,IO- DATE: �� continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). DATE: 5/22/2017 the overall structure Is the responsiblity of the building designer. 3.Is impact bridging or latent bracing required where shown•• SEQ. : K3 2 2 7 3 3 2 4.Na dad 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 Inrosee are to be used m a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTtae has no control over end seaumes no responsibility for the 6.Design anecessassumes NA bearing at al supports shown.Shim or wedge if EXPIRES: X P I RES: d 2/31/201 7. tabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May��r n OC/Al�r l fl C 1 F i7 4 1 f S.This design Is furnished raided to the limitations set forth by e.Plates shall be located on both faces of Truss,and plaud so their'center y L I TPI7NTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. g.Digits Indicate sin of plate In inches. MiTek USA,Int./CompuTrua Software 7.6.8(1L}E 10.For bask connector plate design values see ESR-1311,ESR-1086(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF R16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-219) 108 4-2=(-627) 330 BC: 2x9 KDDF R16BTR SPACED 29.0" O.C. 2-3=(-91) 49 2-5=(-389) 789 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" -199/ 4510 -108/ 189H 12.00" 0.72 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 10.2" -509/ 2510 0/ OH 12.00" 0.90 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 69V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 12.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 -/ MAX HORIZ. LL DEFL = -0.019" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.020" @ 1'- 10.9" Design conforms to ma windforce-resisting '� r system and componentsand cladding criteria. Wind: 190 mph, h=29.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. itti mim mr on O N ca N icik mil ,._ _, VII/ A 9 5 M-1.5x3 M-1.5x3 y l y y - 1-00 1-00 0-11-11 - `0 PR ape 44-4 cc 89200PE ter- JOB NAME : FRENCH 5 PLEX WITH STEP - YJ1 ,410111,000.-7.•7/ Scale: 0.5720 d llP ""� , WARNINGS: GENERAL NOTES, unlessotherwlee noted. OREGON OA 'Dari, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters Mown end la for an Individual 7j +1Jfl er 1 4/ Truss: YJ 1 and Warnings before construction commence. building component.Applicability of design parameters end proper 4- -a J {�\� 2.204 compression web bracing must be Installed where shown v. Incorporation of component la the responsibility of the building designer. r/Y y y" { 2-° i"' 3.Additional temporary bracing to Insure stability durhp construction 2.Design assumes the lop and bottom chords to be laterally braced at �./ 1 r"I' Is the responsibility of the erector.Additional permanent bracing of 2 contpc.inuous and et ea hino.crespectively as ply unless braced throughout r dryeir length by (+.,Y A.ILA DATE: 5/22/2017 Sre overall structure la the responsibility of the buildingdesigner. colla owsheathing etchaspdng rewood Meat wheresawlor tlrywaW(BC). H 3.In impact bodging or lateral brectng fy of required where Mown t e SEQ.: K3 2 2 7 3 3 3 4.No load should be applied to any component until after all bracing and 4. ation of truss is the responsibility of Be respective contractor. fasteners ere complete and at no time Mould any roads greater than 5.Design assumes trusses are N be used In a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of ace, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports Mown.Shim or wedge if EXPIRES: I�C{s.'. /3 Jff(T 1 fabrication,handling,shipment and installation of components. necessary. C/�1- f1L L7 i7 fL:ll i 7.Plates sassumes adequate drainage is trusise n May 23,201 7 8.This design Is furnished w0)ed to the limitations set forth by 6.Plates shell be located on both Nees of trues,and placed ail their center TPIMTCA in BCSI,copies of which tell be furnished upon request. lines coincide with Joint center lines. 5.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E I0.For basic connector plate design values eee ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC:. 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-224) 176 9-2=(-79B) 553 BC: 2x4 KDDF #160TR SPACED 29.0" O.C. 2-3=(-147) 106 2-5=(-630) 802 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 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" -293/ 737V -139/ 269H 12.00" 1.18 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 10.2" -765/ 355V 0/ OH 12.00" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -104/ 197V 0/ OH 1.50" 0.29 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICON)). 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 = -0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 -/ MAX HORIZ. LL DEFL = -0.023" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.024" @ 3'- 10.9" 12.00 17 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=30.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 2 40 (�1 1 I L f � -/ 4 5 M-1.5x3 M-1.5x3 f, P y 1-00 y 1-00 y 2-11-11 y ��` NE COO 17 ' 89200PE c' JOB NAME : FRENCH 5 PLEX WITH STEP - YJ3 Scale: 0.4427 �,, ►' �"'�".. WARNINGS: GENERAL NOTES, unless otherwise noted40. [� ' 1.Builder and erection contractor should be advised of a1 General Notes 7.This design la belled only upon the parameters show end Is for an individual J.I ff OREGON "'1.( Truss: YJ3 and Warnings before conetr:dion commences. building component Applicability of design parameters and proper y4"' -a',4 [N!4 2.2.4 compression web bndnp must be instated where Shawn�. incorporation of component is the responalbny of the building designer. ;�i/v. "1 r 14 2--,l 3.Additional Temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced at `Y le the responsibility of the erector.Additional permanent timing of Tceo c.and al 17 a.c respectively unless braced throughout their length by �RL ntinuous such as R It•+ DATE: 5/22/2017 the overall structure is the recpondbgky Dues building designer. 3.2s Imbed bodginginm blend bradng r quiredhwhers shownoi drywaA(8C). . SEQ. : K3227334 4.No load should be applied to any component until alter all bndngand 5.4.Design noftssh5thherrespoo sibusyydI eenen�drriuecon actorrnem, fasteners are complete and at no time should any bads greater then TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTnn has no control over and assumes no responsibility for the S nceeguaryWmes NO bearing el en supports sheen.Shim or twigs If EXPIRES: p�[e+ 2/ 1 Jh/1 A 7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage le provided. May 23,2017 f1 t3 L/ I1 L.4Jd 8.This design is furnished subject to the limitations set forth by S.Pians shall be located on both faces of truss,and placed so their center TPiiMCA in BC56 copies of which Ml be furnished upon request. ince coincide with joint center lines. MRek USA,Inc./Cam uTrus Software 7.6.8(11)-E 9.Digin indicatectees of plate in inches. P1.Dolts caCa. t plate design nchemes see ESR-7377,ESR-7988(MITek) 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: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 99 2-10=(-289) 1949 10- 3=( 0) 266 14- 7=(-992) 168 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1-2476) 406 10-11=(-291) 1947 3-11=(-345) 109 7-15=( 0) 301 WEBS: 2x9 KDDF STAND 3- 4=(-2068) 397 12-13=( -4) 20 4-11=1-473) 280 LOADING 4- 5=1-2104) 576 13-14=(-235) 1492 12-11=( 0) 98 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01,) 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1483) 438 14-15=(-294) 1891 11-13=(-166) 1141 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1940) 405 15- 8=(-292) 1893 11- 5=(-299) 1117 TOTAL LOAD = 45.0 PSF 7- 8=1-2454) 415 13- 5=(-157) 674 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 99 13- 6=(-794) 259 LL = 25 PSF Ground Snow (Pg) 6-14=( -31) 480 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG 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" -263/ 1845V -326/ 328H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -267/ 1845V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 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 = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.106" @ 11'- 3.5" Allowed = 1.804" MAX TL DEFL = -0.173" @ 11'- 3.5" Allowed = 2.406" 17-06-15 19-05-01 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.150" 4 . f MAX TL DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' ' f f f 1 f MAX HORIE. LL DEFL = -0.050" @ 36'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 05 M-6x8 8. Q8.00 6.0" Design conforms to main windforce-resisting 5 ,/-,y system and components and cladding criteria. IN Wind: 190 mph, h=26.9ft, 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 ;M-3x4 in the plane of the truss only. M-1.5x3 4 M-5x6(5) M-5x8(5) 0.25" 3 0.25" Al m 0 cat i0i_ O 1/I^ 10 11 M oI M-3x6 M-1.5x3 N -._ ^^ 01 M- x8 13 M-3x8 0.2519 M-1155x3 -M-9x9 ,\ o M-1.5x3 M-5x6(S) y y J• y y y ,L RSD PR 0 -e, y •�.la GI N 5-09-04 5-07-04 y 6-02-07 5-09-06 6-07-01 7-00-10 ) y �j 1-06 11-02-12 25-09-04 1-06 ~ `� ' , � 37-00 '. ®92OOP 74 r JOB NAME : FRENCH 5 PLEX WITH STEP - Zl Scale: 0.1609 jj[Nl. WARNINGS: O. hRAeNOTEb• unless hse e +f3y'Eta/�N ��ra Truss: Z 1 Builder and erection contractor abode be advised of all General Notes This design Is based any upon the esign parameters parameters aha m and is for an individual R GOI * 4,. and Wamings before constmdlon commences, building component.Applicability of design parameters and proper U+ 2.2x4 compreaton web bracing must be installed where shown+ Incorporation of component Is the responsibility of the building designer. a�/ti 7' 14 20'el'3.Additional temporary Waring to Inure stability during construction 2.Design assumes the top and bottom chorda to be IsteraW braced al �✓ '°F G by is the responsibility of the erector.Additional permanent bracing of 2 o c and rl 10'o a respectively plywoodly unless braced throughout their tengih). . F A I O- contlnuoua sheathing or ater as acing re meed where s and/or dryweN(BC). ��RIII Ft IO- DATE: 5/22/2017 the overall structure lathe responsibility or the building designer. 3.2e Impact bridging or lateral bracing required where shown++ SEQ.: 1<3 2 2 7 3 3 6 4.No load 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 trusses ere to be used Ina noncorrosive envlranment. TRANS ID: LINK design loads be applied to any component. and are for'dry nnndbon'of tea. 5.Compuinn has no control over and assumes no responsibility for the 6.Design.scone.full bearing at all supports shown.Shim or wedge N EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. wry' 7.Pates haass belocatedadequate drainage to truss, May 23,2 17 8.This design is furnished caged to me Ihnitetlone set forth by 8.Plates shell be bcaled on both faces of truss,and placed so their center TPNWICA In BCSI,copies of which will be furnished upon request. linea coincide Wth joint center lens. 9.Diggs Indicate size of piste in inches. MiTek USA,Ino./CompuTrus Software 7.6.8DL)-E 10.For basic connector plate design values see ES17-1311,ES12-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #14BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2007) 910 8- 9=(-277) 1855 2- 9=(-300) 124 5-12=( -38) 457 WEBS: 2x9 KDDF STAND; 3- 4=(-2044) 586 10-11=( -3) 20 3- 9=(-472) 282 12- 6=(-453) 181 2x6 KDDF STAND A LOADING 4- 5=(-1447) 937 11-12=(-229) 1951 10- 9=( 0) 99 6-13=( 0) 294 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1889) 410 12-13=(-282) 1808 9-11=(-162) 1103 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2378) 403 13- 7=(-280) 1810 9- 4=(-304) 1078 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 11- 4=(-153) 661 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 1643V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 36'- 6.0" -255/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.098" @ 11'- 0.5" Allowed = 1.779" MAX TL DEFL = -0.161" @ 11'- 0.5" Allowed = 2.372" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.047" @ 36'- 0.5" MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" 17-03-15 19-02-01 ,1' ' , Design conforms to main windforce-resisting 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 system and components and cladding criteria. T 1' 1' 1' T '1 T Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 HM-6x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.00 ' 8.00 load duration factor=1.6, 6.0" Truss designed for wind loads 4 45..f in the plane of the truss only. IN � M-1.5x3 111111ppp: ,M-3x4 M-5x6(5) M-5x 6(5) 0.25"2 0.25" m Al 11111111111111111hh' OPRO� • � 0M-4x6 �1 ** 8s1-1 M-5x6 M-15x3 01 oo e 4 M-)5 x8 Ll 12 13 ti'1 M-3x8 0.25" M-1.5x3 10 M-1.5x3 M-5x6(5) l ,L 1 l l l l 5-06-04 5-07-04 6-02-07 5-09-06 6-07-01 6-09-10 4 x itA l y y y Co* \AG{ c "10-11-12 25-06-04 y y � 36-06 89200PE JOB NAME : FRENCH 5 PLEX WITH STEP - Z2 �. Scale: 0.1626 tr.) WARNINGS: GENERAL NOTES, unless otherwise noted 7 4,OREGON '\iii 1.Builder and erection contractor Mould be advised of all General Nates I.This design is based only upon the parameters shown and Is for an Individual l OREGON V V �. "{J Truss: Z2 and Warnings before construction commences. building componentApplicably of design parameters and proper fia. d 2.204 compression web bracing must be Installed where shown a. incorporation of component Is the responsibility of the building designer. '7 3.Additional temporary bracing to Insure stability during cenetruction 2 Design assumes the top end bottom chords to be laterally brews et la the respa AbAly of the erector.Adtltibnal M bracing of 7 o.c.end at 1 c.c.rospectNely unless braced throughout ihek length by 4f(;�n 4 t- germane continuous sheathing such as plywood shsething(TC)and/or drywall(BC). DATE: 5/22/2017 the overall structure b the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where Mown s• SEQ.: K3227337 4.No load should be applied to any component coIl after all bradng and 4.o el'neonoofl sissethh:responsibility bueyyaiteeres�rvvevecer.environment, fasteners are complete and at no time Mould any bads greater than and rte assumesonsties re to be TRANS ID: LINK design loads be applied to any component. spoils 6.Design assumes nd bearing at as supports shown.Shim or wedge if EXPIRES. 12/3_1/2017 5.Com Trus hes no central over and assumes noro responsibility for the G/\r RL47 fabrication,handling,shipment and inelsastion of components. 7.Design assumes adequate drainage is provided. May 23,2017 8.This design is furnished subject to the limitations set fort by 5.Plates shall be located on both faces of trues,and placed so their center TPVWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Ina./CompuTfu6 Software 7.6.8(1L(.E to.For basic cennector plate design values see ESR-1311,ESR-198/3(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=( -80) 96 14-15=(-238) 1178 1-14=( -119) 79 8-21=( -272) 738 BC: 2x9 50DF 1116BTR SPACED 29.0" O.C. 2- 3=(-1624) 481 15-16=(-306) 1702 14- 2=(-1832) 434 21- 9=( -564) 304 WEBS: 2x9 KDDF STAND 3- 4=( 0) 0 16-18=(-307) 1702 2-15=( 0) 464 9-22=( -712) 201 LOADING 3- 5=(-1308) 451 17-19=( 0) 0 15- 3=( -162) 608 11-22=( -137) 583 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1879) 606 19-20=( -3) 16 15- 5=( -907) 261 22-12=( 0) 364 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1993) 789 20-21=(-221) 1356 16- 5=( 0) 31 12-23=(-1858) 415 TOTAL LOAD = 45.0 PSF 7- 8=(-1438) 586 21-22=(-307) 1572 5-18=( -309) 164 23-13=( -143) 94 8- 9=(-1917) 687 22-23=(-274) 1160 6-18=( -379) 272 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-1341) 490 19-18=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 18-20=( -167) 1170 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1679) 502 18- 7=( -427) 1088 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( -90) 119 20- 7=( -251) 720 ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 8=( -759) 369 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -256/ 1643V -304/ 308H 5.50" 2.63 /CODE ( 625) 36'- 6,0" -255/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) 7-06-12 2-03 7-06-03 7-06-03 2-03 9-04-14 T T T T T T T 3-03-02 1-11-08 5-00-11 3-09-06 0-05-11 4-08 / 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ) 3-09-08 0-06102 -07-04' ' 3-10-09 ' T 2-03f-f ,/4-03-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4' 8' f-f 4' ,r ,r ,r 4' f 4' MAX LL DEFL = 0.093" @ 12'- 0.5" Allowed = 1.779" MAX TL DEFL = -0.152" @ 12'- 0.5" Allowed = 2.372" 7-04-01 / / 9-02-03 / SEASONED LUMBER IN DRY SERVICE CONDITIONS 'I 12 12 HM-6x6 12 12 MAX HORIZ. LL DEFL = -0.039" @ 36'- 2.5" 8.00 27 8.00 6 0" Q 8.00 Q 8.00 MAX HORIZ. TL DEFL = 0.069" @ 36'- 2.5" 7 .r'-r( Design conforms to main windforce-resisting res\ system and components and cladding criteria. M-3x4 Wind: 140 mph, h=15ft, 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, 6 End vertical(s) are exposed to wind, M-4x6 4 M-5x10 j\!ii4 5x6 0 M-9x6 Truss designed for wind loads 3 5 in the plane of the truss only. 1111111111111 M-3x6M1.5x3M-1.5x3 3 M-1.5x3 1 17M19x8 M-3x8 0,2� 22 **23 .-7 , M-3x8 M-3x5 M-1.5x3 M-5x6(5) J• y y D L y L y y Cy y 6-10-14 2-09-52-03-D2-125O PROF r 03-y3-12 5-02-07 7-02-11 3-01-15 8-09-07 y � y 10-11-12 y y 25-06-04 y `c ' \�IN�*,: •V5> 11-11-12 1-00 24-06-04 <Cl '�,\`a a^y,�^� p,�, '+, , y 36-06 ,t• �" :920V0f E r JOB NAME : FRENCH 5 PLEX WITH STEP - Z3 /, ' Scale: 0.1464 6i1 (y.�[.,, WARNINGS: GENERAL NOTES, unless otherwise noted: 10 f'7bf�Y"'�/"11c1 I.Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters Mown and Is far an individual 1.J fl C.iJti.✓1 V '� Truss: Z3 and Warnings before construction commences. balding componentApplicability of design parameters and proper 2 2s4compresstonweb bradogmust belnstalktlwhere shown.. incorporation of component is the responsibilllyofthe bulW2designer. '0 'I'.. i4 2..' le)¢- '' 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chortle to be laterally braced at V Is the responsibility of the aredor.Additional permanent bracing of 2 o,c,and at 10 a,c reapedMly unless braced throughout their length by 41k. 1 A �+ DATE: 5/22/2017 the overall structure is the re stbll of building dealtier, continuoussheathingor aterlbti as pdng reuirewood dw, . wn tlrywsA(BC). y 'Won tiY o g g 1.2a Impact bdtlgirig or lateral bredng required where ahovm++ SEQ.: K3227338 4.No load should be applied to any component until ager all bracing and 4.Installation of was Is the responsibility of the respective 5ntrador. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component end era for"dry condition"or use. EXPIRES: 12/31/2017 TRANS ID: LINK 6.and swims Nil bearing stall supports Mown.Shim or wedge if 5.CompuTus has no control over and assumes no responsibility formenecessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is prodded. May 23,201 7 6.This design is furnished gabled to the limitations set forth by B.Plates shall be located on bath faces of truce,and placed so their center TPIM/TCA In SCSI,copies of which will be furnished upon request. lines coincide with hint center tines. MITek USA,Inc./Com uTrus Software 7.6.8(11.)-E 9.Dig ha lAnsize connector pladeign veluesplate designsee ESR-7377,ESR-I988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1- 2=( -80) 96 14-15=(-190) 1194 1-14=( -119) 83 8-21=( -555) 770 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3=(-1624) 662 15-16=(-302) 1725 14- 2=(-1832) 639 21-10=( -601) 573 WEBS: 2x4 KDDF STAND 3- 4=(-1308) 588 16-18=(-302) 1725 2-15=( -84) 462 10-22=( -711) 155 LOADING 3- 5=( 0) 0 17-19=( 0) 0 15- 3=( -230) 608 11-22=( -209) 587 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-1879) 858 19-20=( -3) 17 15- 4=( -907) 404 22-12=( 0) 359 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1993) 1045 20-21=(-221) 1356 16- 4=( 0) 31 12-23=(-1858) 747 TOTAL LOAD = 45.0 PSF 7- 8=(-1438) 795 21-22=(-395) 1572 4-18=( -332) 240 23-13=( -170) 202 8-10=(-1920) 1076 22-23=(-473) 1160 6-18=( -381) 280 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=( 0) 0 19-18=( 0) 68 AIL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1358) 806 18-20=) -167) 1174 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1679) 858 18- 7=( -507) 1115 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=) -105) 148 20- 7=( -442) 742 ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 8=( -782) 551 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -256/ 1643V -376/ 3248 5.50" 2.63 KDDF ( 625) 36'- 6.0" -357/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) 17-03-15 19-02-01 f T T 3-03-02 ( 1-00-08( 5-00-11 3-00-06 (2-10-071 4-08 GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-09-08 2-05-10' 1-x06-1'2 ' 3-10-09 ' 4 09 4-01-07 f 1' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 f I 4 4 ,r 4 ' ,-,( ,. ,. MAX LL DEFL = 0.112" @ 24'- 10.1" Allowed = 1.779" MAX TL DEFL = -0.152" @ 12'- 0.5" Allowed = 2.372" 7-04-01 / SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1 12 12 HM-,6x6 12 12 MAX HORIZ. LL DEFL = -0.039" @ 36'- 2.5" 8.00 17 8.00 17 6.0" Q 8.00 Q 8.00 MAX HORIZ. TL DEFL = 0.065" @ 36'- 2.5" 7 .i'-a' Design conforms to main windforce-resisting moi\ system and components and cladding criteria. M-1.5x3 .M-3x4 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-5x ,-5x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6 io End vertical(s) are exposed to wind, M-9x6 M-4x6 Truss designed for wind loads 3 4//111111"14 :i1111111[616:4" \ Tr the plane of the truss only. M-3x6 z M-3x6 a 2 0 m M-1.5x3 � I n 1L o �M 1.5x3 up r N l4**M-3x5 M 13x8 06 lerll_` - o M-1.5x3 I 17M-11x8 9 20 22 *53 f, M-3x8 0.2gM-3x8 M-3x5 M-1.5x3 • M-5x6(5) l l l J' J' y J' l y y 6-10-14 2-09-0&03-D2-12 5-02-07 7-02-11 3-01-15 8-09-07 y 5.a PRO _ l 10-11-12 l J' 25-06-04 l c2)' t. '?•so„ 11-11-12 1-00 24-06-04 p ry�y/��^yI' J• 36-06 y 89200 E r JOB NAME : FRENCH 5 PLEX WITH STEP - Z4 / . Scale: 0.1464 a. 4 4z- - WARNINGS: GENERAL NOTES, unlassotherwieenoted 7 OREGON k 1.Builder and erection contractor should be advised of a1 General Notes 1.This design is based only upon the parameters shown and is for an Individual A_OREGON V L"{7 Truss: Z4 and Waminits before construction commences budding component applloabnity of design parameters and proper L '�/ Ntg''y'�r 2.2s4 compression web bracing must be Installed where shown a. incorporation of component k the responsibAAy of the building designer. ,/t -7 3 1 vA ^"t`• 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et �( I+. 1*i' Ie the responsibility of the erector.Additional permanent bracing of T o ino.and et t 0 sheo.cathing respectively as unless braced throughout their length by R R I r DATE: 5/22/2017 me overall structure Is Me responsibility of building desi dnmactehging or lateral required euredwhere shown*• SEQ.: K 3 2 2 7 3 3 9 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are compete and at no lime should any mads greater than S.Design assumes trusses ere to be used in a non.corro8ve environment, TRANS I D: LINK design loads be applied to any component. and are for condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fol bearing at all supports shover.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. May 23,20 7 6.This design is furnished suitB.ed to the limitations set forth by Plates shall be located on both faces of truss,and placed so their center TPWJTCA In BCSI,copies of which aOl be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA Inc./CampuTrue Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-73t1,ESR-7988(Weft) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -81) 96 14-15=(-215) 1230 1-14=1 -119) 84 9-21=( -581) 784 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1624) 801 15-16=(-472) 1764 14- 2=(-1832) 786 21-10=( -644) 599 WEBS: 2x4 KDDF STAND 3- 4=(-1308) 694 16-18=(-472) 1764 2-15=1 -133) 464 10-22=( -715) 268 LOADING 3- 6=( 0) 0 17-19=1 0) 0 15- 3=1 -301) 608 11-22=( -281) 590 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 5=(-1879) 1063 19-20=1 -5) 17 15- 4=( -907) 531 22-12=( 0) 360 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1993) 1327 20-21=1-347) 1359 16- 4=1 -2) 31 12-23=(-1858) 887 TOTAL LOAD = 45.0 PSF 7- 9=1-1438) 1005 21-22=(-549) 1572 4-18=1 -334) 237 23-13=( -170) 202 9-10=(-1933) 1268 22-23=(-561) 1160 5-18=( -483) 451 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8-11=( 0) 0 19-18=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1362) 902 18-20=( -167) 1192 ------= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1679) 974 18- 7=( -696) 1163 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( -106) 148 20- 7=( -567) 778 M-1.5x4 or equal at non-structural THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 9=( -817) 701 vertical members (uon). BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I .. For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -296/ 1643V -398/ 369H 5.50" 2.63 KDDF ( 625) 36'- 6.0" -436/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) 17-03-15 19-02-01 T T T 3-03-02 2-07-04{ / 3-11-08 3-04-15 ( 4-01-07 kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-09-08 ' /-05-1/ 1-01-03 ' 4-03 f -10-071 ,r 4-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 f ,r ,r ,r .1-,r f ,' . , ,, f MAX LL DEFL = 0.128" @ 24'- 10.1" Allowed = 1.779" MAX TL DEFL = -0.152" @ 12'- 0.5" Allowed = 2.372" 7-04-01 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1' 12 12 HM-6x6 12 12 MAX HORIZ. LL DEFL = -0.039" @ 36'- 2.5" 8.00 8.00 6 0" ' 8.00 Q 8.00 MAX HORIZ. TL DEFL = 0.066" @ 36'- 2.5" 7 9`-d Design conforms to main windforce-resisting 68M-3X4 system and components and cladding criteria. M-1.5x3 �•`\ M-5X10 \l -5X6 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6r End vertical(s) are exposed to wind, M-9x 6y Aid - illihh... M-4x6 Truss designed for wind loads 3 s� in the plane of the truss only. M-3x6 z M-3x6 a 2 rn M-1.5x3 of f 1 N o M-1.5x3 1 114,s3 r o (1, f sO 19 * MD 15 6 18M-3x5 M-3x8 c, w M-1.5x3? 17M-9x8 M-3x8 0.2�� M-3x8 M-3x5 22 #'D3 M-1.5x3 M-5x6(5) l 6-10-14 2-09-0.2-03 ,J., 5-02-07 7-02-11 3-01-15 8-09-07 l ``{° P R06,ws J 10-11-12 l l 25-06-04 J. _�`cP t,OG � •�:S' S/C .. 11-11-12 1-00 24-06-04 p �y p l 36-06 l ' 89200 E JOB NAME : FRENCH 5 PLEX WITH STEP - Z5 4111,00r-or.,. i . Scale: 0.1464 a In WARNINGS: GENERAL NOTES, unless otherwise noted. F OREGON 40 I.Builder and erection contractor Mould be advised of all General Notes 1 This design Is based only upon the parameters shown and Is for an Individual Il L7 V�1 s,. Truss: Z5 and Warnings before construction commences building component.Applicability of design parameters end proper V 2.204 compression web brodng must be Installed where shown v. incorporation of component Is the responsibety of the building designer. �. :Y 14 2-O 4 3.Additional temporary bracing to Insure Redid),during construction 2 Design assumes me top end bottom chords to los laterally braced et M' O-DATle the responsibility of the erector.Additional permanent bracing of oont7 o inc.end et ea o c.rsuchas ply unless braced throughout their length by rrli v IO- DATE: E: 5/22/2017 the overall structure N the responsibility of the building designer. 20Impa t Meaning such as plywood u e where)ownandr.drywag(BC). (l.�4 R Won 3,2x Impact bridging or lateral bracing required where Moven.. SEQ.: K3 2 2 7 3 4 0 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any load.greater than 5.Deelgn assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design leads be applied to any component. and are for"dry condition'of use. 5.Comma,.has no control over and assumes no responsibility for the 6.Design assumes N8 bearing at all supporta Moven.Shim or sedge If EXPIRES: n(ry 4)ho 1'] fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. May 23,2017 lI.J.LLL 1I 6.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 TP W'TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. iCom uTrus Software 7.6.8 IL E g.Dlgna indicate sire of plate In Inches. MiTek USA,Inc P ( E 1 For beak connector f 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 37'— 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 2400F SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=33.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=l.6, NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 10PSF LIVE LOAD. TOP Note:Truss design requires continuous M-1.5x9 or equal at non—structural bearing wall fox entire span UON. Vertical members (tion). AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 16-09-07 1-07 18-07-09 T T T 1' 8-00-07 7-08-151-00-01-03-00-01 5-09-15 5-08-03 6-01-07 T T T T T T T '1 T 12 M-4x6 5 6 M-6x6 8.00 lz V ''7,18.00 1 M18HS-5x16(5) 111111111110 -3x5 0"25" 3� M—Sx8(S) • 0.25" GG IhllI$lIflIIlJIlIlIf481 o 025 M-3x8 M-3x8 M-3x6 M-3x8 M-5x6 M-5x6(S) M-5x6 tl 0 P R OFC(• y l l l y y s s 7-08-15 7-10-11 9-00-06 5-09-15 5-08-03 5-09-15 , EC \,"' <G, '9 0 , ,� 91-06 37-00 89200PE < JOB NAME : FRENCH 5 PLEX WITH STEP - Z6FW Scale: 0.1989 4 .• WARNINGS: GENERAL NOTES, unless otherwise noted: ,�UREGON ire 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based any upon the parameters shown and Is for an Individual V(l 47 V a,_ k Truss: Z6FW and Waminge before construction commences. building component.Applicability of design parameters and proper �} L'v 2.2a4 compression web bracing must be Imtaled whore shown incorporation of component Is the responsibility of the building designer. f/r, '7�" 1,I 2.5)� 3.Additional temporary bracing to Insure stability daring construction 2 Design.saunas the lop oho bottom chords to be throughoutiteralty bread at _Cl 1°iF 0.: by Is the responsibility of the erector.Additional permanent bracing of Y stir end at eft hin respectively ply unless braced their ry slt(a). L.R R I O' DATE: 5/22/2017 the overall structure le e,e r.cponNbnly of the building designer. 20 Imps tie sheathing a,lteh as sn:nplywg re uir shea where s o shown n drywafl(BC). 3.In Impact badging or the lateral bracing requited where shown t a SEQ.: K 3 2 2 7 3 41 4.Na load should be applied to any component until after all being and 4.Installation of truss Is me responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncarrosie environment TRANS I D: LINK design loads be applied to any component. De are fot'tlry condftlon"of use. " 5.Compuirus has no control over and assumes no responsibility for the 6.Desiassumes NN bearing at ail supporta shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,eltipmem and installation of components. ry .I 7.Deign s wines adequate drainage Is prodded. May 23,20 1 7 e.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both face of truss,and placed so their center Y TPIMRCA In SCSI,copies of which will be furnished upon request. knee coincide with joint center lines. 9.Digits Indicate slit al plate In Inches. MITek USA,Ino./CornpuTrus Software 7.6.8(1L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property Center plate on joint unless x,y P y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury MAIDimensions are in ft-in-sixteenths. IIli� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. � and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. O018 4 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ 111111Piliter Obracing should be considered. _ 0 2 3. Never exceed the design loading shown and neverO d WAir stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C74 C6-7 C5-6E- designer,erection supervisor,property owner and plates 0 'r,�'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. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� IPIndicated by symbol shown and/or SYP represents values as specified. bytext in the bracingsection of the by AWC in the 2005/2012published 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 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. ■MO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 11111111116=E number size shown is for crushing only. UM- 18.Use ofteen or treated lumber may y pose unacceptable ►— environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. WI is not sufficient. re 4 BCSI: Building Component Safety Information, M 1 a 20.Design assumes anufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 QualityCriteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Ml1-7473 rev.01/29/2013