Loading...
Plans boy' X7. Err H 1 70 tS�U 5w 8► AtS?Avlc.- oataj 11.1 "0 1 7 I ( 32-2-Ct 2-CSw 444 ?"ftiH e /u S7-1-o/G- 06g72. I. /71. 13 .1.3 0 S4) 2,4rf -/4, '14 T)-of& -oo q/:v 173 1/31)..2..Liz CI-, moi,6c/ -(#-,1Al; Ti:7,-1:00#,i. S— MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-276_UPPER Fax 916/676-1909 POLYGON 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: R47636003 thru R47636017 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 2 87022PE 9r" N cv y �Aj, OREGON (19 (1/tv 'Pc ',1,/ �1 ' OS A. HER �P jj / E •I•I t. t , June 20,2016 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. • Job Truss Truss Type Qty Ply POLYGON R47636003 PL16-278 UPPER F01 Floor 2 1 Job Reference(optional) . Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jun 20 07:58:28 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUO-IjA_HQOAFOeghRzKQSXOhYE37gYCQaengpJiobz4Q Vf I 1-9-12 I 2-6-0 Scale=1:18.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 mm e e e 8 NIII 7 3x5= 3x4= 3x4= 011-p 9-8-4 I 0.1 8 9-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 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/TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)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. SS �� �c �NGINEFR /(.'* 87022PE a y �A� OREGO ��o�N 9C M$ER , OS A. HE p`NP EXPIRES:06/30/2017 June 20,2016 tI 11 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. 11 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/Tell Quality Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Intormalon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47636004 PL16-276 UPPER F02 Floor 12 1 _ Job Reference(optional) _. Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jun 20 07:58:30 2016 Page 1 I D:5e V?tdjYi IzoX2xysi F D V pzsm U O-E51I i6P R nd u Nwk7jXtZsmzJ PXe C 5u O J 317 op sTz4Q Vd 1 0.9-4 1 2-6-0 I Scale:12"=1' 1.5x3 I I 4x8= 1.5x3 I I 3x4= 1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 e e e °P 11141114111111111111111.- 2 e e e 11 10 9 Ef 4x4= 4x8= 3x8= 3x5= 0.1115 13-9-4 I 0-1-8 13-7-12 Plate Offsets(X,Y)— 111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Inca YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) 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(lb)or less except when shown. TOP CHORD 2-3=1028/0,3-4=1028/0,4-0=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. ���'c° P R QFFss ��, 44 �Nt'INE�c'7 /0- zt 8 • 2PE /9f -7 �Aj, OREGO_ (15)OCH lC' , ER -N OS yQA A. HE�4P EXPIRES:06/30/2017 June 20,2016 i 1 QWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 re,101072015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual bulding component,not 1411 . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaIIy Catera,D5I-89 and ICM Building Component 7777 Greenback Lane Safety Informa8on 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 R47636005 PL16-276 UPPER F03 Floor 22 1 Job Reference(optional) _ Pacific Lumber 8 Truss Co.,' Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Jun 20 07:58:30 2018 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-E511i6PRnduNwk7jXfZsmzJPTeC WuRC317opsTz4Q Vd 2-1-4 1 2-6-0 Scale=1:26.3 1.5x3 I I 4x6= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 I .7 v e 0 a U( a if 1��) 10 9 8rf 3x5= 4x8= 3x8= 3x5= 0118 15-1-4 I 0-1-8 14-11-12 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1418/0,3-4=-1418/0,45=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. 14.1 2 • 87022PE 9r N y �A�, OREGO ti�o�N 9O c°tij&ER \1 OSA HE �P EXPIRES:06/30/2017 June 20,2016 4 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MlI-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 budding component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall f building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi IT e k" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-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 Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47636006 PL16-276_UPPER F04 Floor 6 1 - Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jun 20 07:58:31 2016 Page 1 ID:5eV?td1YIz0X2xysiFD Vpzsm UO-i Hs7vSQ3Yx0EYuiv5b45JAsZJ2Y WdtIDXnYM Owz4Q Vc 1 9 2-6-0 Scale=1:23.2 5x8 = 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 e re e ? Q O v r 11 10 e 9 8k 5x5= 4x8= 3x6= 3x4= 0111B13-4-0 0-1-8 13-2-8 Plate Offsets(X,Y)- Il l:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 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) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=581/0-1-8,11=581/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-899/0,3-4=-899/0,4-5=1219/0,5-6=-1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=936/0,6-9=0/486,4-10=-387/0,2-10=0/855,2-11=670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��5 NGINEF-7 iO �, 2 870 2PE -9� N N .;:r v-6 OREG N ti� <U� O OS A- HECA. EXPIRES:06/30/2017 June 20,2016 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1011-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual bulding 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 M'T k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mire R fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quaky Criteria,DS11-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 85610 Job Truss Truss Type Qty Ply POLYGON R47636007 PL18-278_UPPER F05 FLOOR GIRDER 2 1 Job Reference(op?jonal_ PacificLumber&Truss Co„ Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc...Mon Jun 20 07:58:31 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-iHs7vSQ3Yx0EYuiv5b45JAsUo2VhdrbDXnYMOwz4QVc 1-10-4 I 2-6-0 Scale=1:25.7 3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 4x10= 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 7 0 e ° ° ° e ycXe,' e e _ 10 ° 9 4x8= 4x10 = 4x8= 4x8= I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— [1:Edge,0-1-8],fB:Edge,0-1-81,111:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Inc- NO WB 0.54 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) 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=1077/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=2061/0,3-13=2061/0,3-14=2061/0,4-14=2061/0,4-15=2230/0,15-16=-2230/0,5-16=2230/0, 5-17=2230/0,6-17=-2230/0 BOT CHORD 10-11=0/1143,9-10=0/2405,8-9=0/1546 WEBS 6-8=-1792/0,6-9=0/799,5-9=279/0,4-10=402/0,3-10=320/0,2-10=0/1071,2-11=-1449/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)152 lb down at 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 Ib down at 7-10-3,112 Ib down at 9-5-6,112 lb down at 11-0-9,and 112 lb down at 12-7-12,and 117 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 ��..., PR OFen Uniform Loads(plf) ,-_\ —7 sNGi1N EFR /02 Vert:8-11=5,1-7=-50 Concentrated Loads(Ib) -9 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=-117(F) 2 87022PE r cn CV y �4>, OREG•N (yamQi(T •P ,,,t,/AMBER 1\ • OS A. HEV1/4 EXPIRES:06/30/2017 June 20,2016 f 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/0312015 BEFORE USE. 1+ 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 overal building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MIle k° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T111 Qualify 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 Carus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47636008 PL16-276_UPPER F06 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - � 7.530 s J0111 2014 M7ek Industries,Inc. Mon Jun 20 07:58:32 2016 Page 1 ID:5eV?tdjYiIz0X2xysiFD Vpzsm U O-A U Q V 7oR hJ F8592 G5fIbKrOOknSuSM MJMIRHwxMz4Q Vb I 1-10-4 I 2-6-0 Scale=1:25.7 3x4 I I 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 II 1 2 3 4 5 6 7 e e aee 0 0 e p e e ' 10 g 3x6 = 3x6= 3x6= 3x6= I 15-1-4 15-1-4 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) 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 Uplift11=122(LC 6),8=122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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)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. 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. wo 9)#' 2 87022P; \r • i cv - �'oj, OR GON ,-PQ�ti O OS A. He?, EXPIRES:06/30/2017 June 20,2016 t e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10M3/2015 BEFORE USE Design valid for use only with Weir®connectors.This design is based only upon parameters shown,and is for an individual building component,not1111 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 - k MiTe " is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IYt R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Catena,056.89 and BCSI Building Component 7777 Greenback Lane Safely Informafon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47636009 PL16-276_UPPER F07 Floor 4 1 __ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jun 20 07:58:32 2016 Page 1 ID:5eV?tdjYiIz0X2xysiFDVpzsmUO-AUQV7oRhJF8592G5flbKrOOk8SwXMQ9MIRHwxMz4QVb I 0-11-4 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:11.3 III-- ■ rAffillill0 91 k\// MN F4 5 n. 3x4= 3x4= 9-13-8-4 I 0-143-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=157/0-40,5=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. coN`., oAGNE,c- `r/-, 2 �� 87022P� �r" y (1‘A�, OR GON rye 4o 9O ' 18ER �1 �O ps A. HET- EXPIRES:06/30/2017 June 20,2016 01 imm ®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 M7ek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall �B building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTele 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/fell Quality Criteria,055.89 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 R47636010 PL16-276_UPPER FO8 Floor 12 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - _ 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Jun 20 07:58:33 2016 Page 1 ID:5eV?tdjYlz0X2xysiFDVpzsmUO-eg_tK7SJ4YGynCrHC?6Z0bxuMrHx5tW 51TToz4QVa I 2-6-0 I 0-11-12 1 1 0-6-12 eye= 1 1.5x3 II 2 3x4 = 3 3x4 II 4 Scale=1:11.2 J 7 5 1.5x3 II 3x4= 4s6 3-10-4 I 3-7-4 3�1; I 4-6-8 I 3-7-4 d-1-8 0-8-4 0-1-0 Plate Offsets(X,Y)— f4:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) 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) Vert:5-7=8,1-4=80 t P R Qf Concentrated Loads(Ib) �Q' r+ FS Vert:4=-125(F) �,\�� NGINEFR s/�2 87022PE 9r / N z �'oj, OREGO rte 'Y 9Q `AMBER 4tu �O OS A. Heck EXPIRES:06/30/2017 June 20,2016 l a AWARN/NG-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M/I.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 AT ■ k' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek' R. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tall Quality Criteria,056-89 and ICSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Carus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47636011 PL16-276_UPPER F09 Floor 15 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jun 20 07:58:33 2016 Page 1 ID:5eV?tdjY1z0X2xysiFDVpzsmUO-eg_tK7SJ4YGynCrHC?6ZObxuRrHC5tiW 51TToz4QVa 2-6-0 1 0-5-12 I I 0.11-12 AV'= 11.5x3 II 2 4x4 = 3 3x4 II 4 Scale=1:11.3 J 1 / ,7, t S 1.5x3 II 7 5 3x4= 4x6— 3-4-4 I 3-1-431Z 1 I 4-0-8 I 3-1-4 d-i4 0-8-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (km) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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 or4-0-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) 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 Uniform Loads(plf) Vert:5-7=8,14=80 ���c ) P R OFk-c, Concentrated Loads(Ib) \ cb GJ ,NGJ NEE /o Vert:4=-125(F) �V d9 * 8 i 2PE ( r , � NS y AT OREGO r? / 'AFjC� �8ER \a ,. s A. HE?' ° EXPIRES:06/30/2017 June 20,2016 1 I .r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 tniss systems,see ANSI/TP11 Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safely 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 R47636012 _. .. _ PL16-276_UPPER F10 Floor 8 1 _ - Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jun 20 07:58:33 2016 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-eg_tK7SJ4YGynCrHC?6ZObxvsrH45toW 51TToz4QVa I 0.5-4 I 2-6-0 1 1.5x3 l 2 4x4= 31.5X3 II Scale=1:11.3 —/ _ 2 5 4x4= 3x4= 1- 3-2-4 I 1- 3-0-12 Plate Offsets(X,Y)— 15:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina' YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) 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. N<0 ,.4GN49L.S:1/0 2 87022P, 91. i cv y0N ATti OR GON � 4 t �M6ER �1 O OS A. HEC'` • EXPIRES:06/30/2017 June 20,2016 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE t Design valid for use only with Mitek®connectors.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 MitT eIC is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,DSI-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 Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47636013 PL16-276 UPPER F11 Floor 33 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Jun 20 07:58:34 2016 Page 1 I D:5e V?tdjYi Iz0X2xysiFDVpzsm UO-7sYFYTTxrsOpPMQ U mjeoxpT4SFZXgF3fDl m 1?Ez4Q VZ 1-11-4 I 2.6-0 I Scale=1:26.0 1.5x3 I I 4x6= 1.5x3 II 3x4 = 1.5x3 11 3x6= 1.5x3 II 1 2 3 4 5 6 7 N _ i_q I� 0 0001000 ._ _40 9 e y L' 1J 10 9 8 3x5= 4x8= 3x8= 3x5= 01118 14-11-4 I 0-1-8 14-9-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Ina' YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1369/0,3-4=-1369/0,4-5=1452/0,5-6=1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=1072/0,6-9=0/622,2-10=0/725,2-11=945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��co��`NG N FR s/', 2 kJ 870 2PE /91' N rN N, e �Aj, OREGON ti O OSa- HEk EXPIRES:06/30/2017 June 20,2016 i I ®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 mi-- Abuilding design.Bracing indicated o to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi IT 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 ANSI/TP11 Qualify 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 Heinhts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47636014 PL16-276_UPPER F12 Floor 24 1 --- - Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jun 20 07:58:34 2016 Page 1 • ID:5eV?tdjYilz0X2xysiFDVpzsmUO-7sYFYTTxrsOpPMQUmjeoxpT4bFbBgGBfDlm 1?Ez4QVZ 1 0-10-0 1 1 2-6-0 I Scale=1:19.7 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 I I 1 4x4= 2 3 4 5 6 • e e - I_ L R .; \ - e o- 1l 9 8 7S 4x5= 3x5= 1.5x3 II 3x4 = I 11-4-0 11-4-0 1 Plate Offsets(X,Y)- I1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lot) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (Matrix) 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, except BOT CHORD 2x4 OF No.1&Btr(flat) 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(Ib)or less except when shown. TOP CHORD 1-10=-501/0,1-2=-309/0,2-3=-309/0,3-4=-927/0,4-5=-927/0 BOT CHORD 8-9=0/795,7-8=0/656 WEBS 5-7=766/0,5-8=0/315,3-9=567/0,1-9=0/584 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <()-st PRaFFss �C �GINEFR /o2 87022PE �r" y 'Aj, OREGO eo 4ti A. HER EXPIRES:06/30/2017 June 20,2016 i 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Meek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the building designer must verity the applicability of design parameters and 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 M'T�le'R is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the lYl 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPl1 Quaid,/Criteria,DU-89 and BCSI Building Component 7777 Greenback Lane Safely 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 R47636015 PL16-276 UPPER F13 FLOOR GIRDER 3 1 _• _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jun 20 07:58:35 2016 Page 1 ID:5eV?td)YlzOX2xysiFDVpzsmUO-b35elpTZcAWg1 W?gKQ91TOOFYfsCZaDpRPWaXhz4QVY 1 1-2-12 1 1-10-0 I I 1-8-8 I Scale=1:25.4 3x4 II 6x12= 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 t 2 3 4 5 6 7 8 9 NNNiNN® a ere N V-N — e0 9 e e o re e 4. 13 12 11 5x8 = 6x16= 3x5= 4x10= 4x6= I 1411-4 I 14-11-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,110:Edge,0-1-8),(14:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 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/TP12007 (Matrix) Weight:80 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, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=1285/0-5-8,10=832/0-5-8 FORCES. (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(pH) Vert: Loads(lb 1-9=-80 �� PROre Concentrated Loads(Ib) F,d Vert:3=-825(F) ��C.N. 04 04,cSj04, $7022PE / y l,Aj, OREGO ry)O� 9L, Ftij$ER 1� . O- A- HEY-% EXPIRES:06/30/2017 June 20,2016 f I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE Mil. 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 IUfiTek" 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/IPII Quartiy Criteria,DSB-89 and ICSI 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 R47636016 PL18-276_UPPER F14 FLOOR GIRDER 3 1 Job Reference(optional) _ Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Jun 20 07:56:35 2018 Page 1 ID:5eV?tdjYIzoX2xysiFDVpzsmUO-b35elpTZcAWg1 W?gKO91TOOCMfuaZgJpRPWaXhz4QVY 1-8-4 I 2-6-0 Scale=1:25.4 3x4 I I 4x8= 1.5x3 I I 3x4= 1.5x3 I I 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 • • i "/"./ o o e • 4 e ♦ 10 e 9 e 4x6= 4x10 = 4x8= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)— 11:Edge,0-1-8),(8:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSL DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 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/TP12007 (Matrix) 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, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=868/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=1756/0,13-14=-1756/0,3-14=1756/0,3-15=1756/0,4-15=-1756/0,4-16=1867/0,5-16=-1867/0, 5-17=1867/0,6-17=-1867/0 BOT CHORD 10-11=0/919,9-10=0/2040,8-9=0/1245 WEBS 6-8=1444/0,6-9=0/725,4-10=331/0,3-10=308/0,2-10=0/978,2-11=-1206/0 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 13-3-0,95 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 Uniform Loads(plf) IAD PR op-4. Vert:8-11=5,1-7=50 <CG " IN4-,,,61_i Concentrated Loads(Ib) �5 O Vert:6=-89(F)4=-89(F)12=95(F)13=95(F)14=129(F)15=89(F)16=-89(F)17=-89(F)18=-129(F) 4� 2 8 • 2PE ,r 7 CN` A>, OREGO eP AO 'Pon s'tie ' es ,1 .O S A. He?, EXPIRES:06/30/2017 June 20,2016 i 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 budding 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 Wel(' R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PI1 Qua18y Criteria,D9.89 and ICS!Building Component 7777 Greenback Lane Safely 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 R47636017 PL16-276 UPPER F15 Floor 3 1 _ - Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jun 20 07:58:35 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUO-b35elpTZcAWg1 W?gKQ91TOOFMIxVZISpRPWaXhz4QVY I 1-5-12 i 2-6-0 i Scale=1:17.6 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 o O m 9 8 73x5= 3x4= 3x4= 0p1,1-8 9-4-4 0I--1-8 9-2-12 I LOADING(pat) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 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) 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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=639/0,3-4=-639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=597/0,2-7=0/330,2-8=-504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2 � � 870 2PE 9r-- 5. " H 7 �'�j, OREG N (1,---At/ 90 �M$ER A\ C" OS A. HE.?% EXPIRES:06/30/2017 June 20,2016 4 I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE BW-7473 rev.10A312015 BEFORE USE. 1111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qually Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury rm�= Dimensions are in ft-in-sixteenths. 11146, Apply plates to both sides of truss 1 1. Additional stabilitybracingfor truss system,e.g. and fully embed teeth. 2 3 v TOP CHORDS diagonal orX-bracing,is always required. See BCSI. IIIMIEBEIIIimmmm.EgsnmiQ'1/16' 2. Truss aFor wide bracing truss spacing,mustbe individualdesigned lateralby bracesnengineer.themselves MIIIIIE4 p bracing require hou d be bracing, alternativeedTor I O IIII �-� U �� =O 3. Never exceed the design loading shown and never Ostack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�$ c�z cs a designer,erection supervisor,property owner and plates 0-"i'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 expresslynoted,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 locationqdimensions indicated are minimum plating reuirements. 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 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ■M■ reaction section indicates joint Ell number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. MI� iii '_' 18.Use of green or treated lumber may environental,health or performance unacceptable Consult Industry Standards: project engineer before use. ANSI/TPI(: National Design Specification for Metal 1111 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. is not sufficient. e k BCSI: Building Component Safety Information, @ 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 ..... mit MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: NRT FRENCH STEP 5 PLEX 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: K2092221 thru K2092304 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. <<," PROFFS� tNGINE- 6) /Q ` 89200PE 9r' Lz- p ,OREGON t. "./....4.//d 14 i v-4. MF1RILt 6 —tis4111P.00015400 7'' 1.y!.. June 20,2016 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. 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 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 10-06-00 GIRDER SUPPORTING 2-10-08 1- 2=(-605) 269 1- 7=(-1685) 1870 2- 7=(-140) 474 10- 5=(-141) 478 BC: 2x6 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-377) 167 7- 8=(-1018) 1703 7- 3=(-B46) 337 WEBS: 2x4 KDDF STAND 3- 4=(-888) 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 10- 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 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 M-3x4 where shown; Jts:1,3,6-8,10 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/ 2000H 5.50" 0.88 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.018" @ 4'- 0.3" Allowed = 0.319" MAX TL CREEP DEFL = -0.034" @ 4'- 0.3" Allowed = 0.479" MAX HORIZ. LL DEFL = -0.009" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.011" @ 0'- 5.5" 1-00 8-06 1-00 'COND. 3: 2000.00 LBS SEISMIC LOAD. '1' '1' 1' 1' Design conforms to main windforce-resisting 1-00 2-08-13 2-10-09 2-10-09 1-00 system and components and cladding criteria. 1' 1' 1' ' ' ' Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 N12.00 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:5:1:6- 1 -5x6 M-3x8 M-5x6 2 3 4 5 / / 1 :1__I I _I \ \ co I_ I I_�j I__I ol o - o I o 1 1 7 8 9 10 '''....6 o 0l M-1.5x3 l 1' 1 J. J b 1-03-08 2-08-13 2-07-01 2-07-01 1-03-08 J• l0-06 y 61 � ,,o PRop 9 c:J NAGINE. /0 8920OPP'�E c' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - ADRAG Scale: 0.4754 ` e�T^-,- WARNINGS: O.This dLNOTEb, umeupon Or hepar noted: �� ©FIE/'",./'yAl �)a .. le CC 1.Wider ash erection contractor should be advised Drag General Notes I.This design b basetl only upon the perameten Shawn end Is Mr an individual t/IIII G\�.77��..,,AA��YV �A,/ Truss: ADRAG and Warnings before conMadln commence. building component.Appllubllty of design parameters and proper A 2.2a4 compression web bradng must be inatsilad where shovel+. incorporation orcempon.n la the reeponalblity of the balding designer. /6 ,a 14 fl �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be tele h braced et ��y L la the maponsbilty of the erector.Additional permanent bracing of c rlin and at ei o n rsuch as ptycodunless eecsd throughout Meir lengthtry -_/ '`�'0- oonikuous*neighing each as ptywootl Meathlnp(TC)end/or tlryweA(BC). H DATE: 6/18/2016 me oven!!structure Is the responeibiny of the building designer, 3.2a Impact bddging or lateral bracing required where Mown++ SEQ.: K2092221 4.No load should be applied to any component until after all bradng and 4.Design Installation wm eisla the eeposibusmy oftin h respective ec contactor. fasteners are complete and et no time should any loads greater than TRANS ID: LINK design loads beappledtoany component. 8 andareor"dryceAnp n ofutaAw ns shown. If 5.CompuTnm has no control over and assumes no responsibility for the murk* bearing a ppo doeEXPIRES: 12/31/201 7 necessary. febrlcalbn,handling,shipment anda limitations of components, 7.Design assumes adequate drainage is prodded. June 20,2016 8,This deelgn is furnished drifted to the limitations set forth by 8.Plates shop be bceted on both feces of Vass,and placed eo their center TPIANTCA In SCSI,copies of which all be famished upon request Anes coincide vMh Joint center linea. 9.Digits indicate Axe of plate in knee. MITek USA,Inc./CornpuTrus Software 7.6.7(1L)-E ie.For basic connector plate design values see ESR-1311,ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #SSBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-129) 121 1-4=(-48) 53 2-4=(-162) 155 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=( -15) 7 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 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 LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -135/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) ADDL: BC CONC LL+DL= 709.0 LBS @ 3'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-7 paf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.7" Allowed = 0.238" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.024" @ 2'- 1.8" Allowed = 0.357" 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 T T 12 Design conforms to main windforce-resisting system and components and cladding criteria. 8.00 1 Wind: 140 mph, h=20.6ft, 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, 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 4,441°111 O O I m o 1'0111A11.1.11.1111111111 I Nemo in O M-3x4 M-3x8 +7098 l 3-08-04 0-03-12 l 4-00 41<<, PROp�sAs C. tNGtN �c y.049 2 44, 11 ' 89200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AGIRD �4�,,/''���r+. Scale: 0.5205 ,r.1,v WARNINGS: GENERAL NOTES, any upon hpar weed OREGON ir Truss: AGIRD and er Warts erection contractor should be advised of an General Does Thbdes tin is baud only upon the parameters shown and 4eran individual 1.0 and Wemings Mere construction commences, building component.Applicability of design parameters and proper Aee '4, 2.2a4 compression web bradng mart M Installed where shown«. incorporation of componaM la IM reaponrtbAlty of the bustling designer. 3.AtltlBbnal temporary bracing to Insure sedlity dicing consinMlon 2 Design assumes the top and bottom chords to be laterally bread n rp '11/ 14 �,O �.y-,�- e me responsIblNty of the erector.Additional permanent bracing of T o c and at 7G o.o.roepadealy unless bncetl throughout their length by `' DATE: 6/18/2016 me overall structure I.1M responsibility of the building designer. 3. sheathing such as plywood sheathing(TC)ander tlryw.A(BC). 47 -Rig t,..�-. 3.2e Impact bridging or lateral bracing required where shown«« SEQ.: 2 0 9 2 2 2 2 4.No load should be applied to any component until ager an bracing and 4.Installation Whits is the responsibility of the respectNe contractor, fasteners are compete and at no time should any loads greater then 5.Design mamas trusses are to M used in a nonocrroeye environment, TRANS ID: LINK design loads ha plied to any component. and ere ro arywndhfon^Dries. 5.Compacts hes no control over and assumes no responsibility for the 6.Design assumes ell bearing et all wppods Mown.Shim or wedge II EXP12/31/2017 fabrication,handling,shipment and installation o/componenle, necessary.7.Design assumes .A 6.This design is Nmlehed subject to the limitations set forth by S.Plates shall M ecateden bquate oth faces of trunage Is ss, placed w their center d. June 20,20 16 TPGNTCA In BCSI,copes of which WA be famished upon request. Anes coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 1L 7,6.7 9.Digits Indicate Mn of pate a incus. p ( )-E 10.For bask connector pee design values see ESR-7311,EBR-7888(MITA) 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 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-765) 175 1- 5=(-89) 462 5- 2=( 0) 166 2- 3=(-462) 164 5- 6=(-79) 458 5- 3=(-35) 46 WE: 2x6 KDDF STANTR WEBS: 2X9 KDDF STAND LOADING 3- 4=(-7651 175 6- 4=(-721 962 3- 6=( 01 160 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC SNIP 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: 2T9 OPACIOR AT EASOC 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'- 6.0" TC CONC LL( 100.0)+DL( 90.0)= 140.0 LBS @ 6'- 6.0" 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 2012 AND IRC 2012 NOT BEING MET. " For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.008" @ 4'- 0.0" Allowed = 0.319" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.068" @ 8'- 2.6" Allowed = 0.442^ 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 Design conforms to main windforce-resisting 41,401f 4190H system and components and cladding criteria. 12 12 M-4x6 M-5x6 Wind: 140 mph, h=21.2ft, 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, End vertical(s) are exposed to wind, �� e0Truss designed for wind loads in the plane of the truss only. oi0G IIIIILhh. O Lo o IF_ _i 1, 0 6 +. 4 I I l++ 5 0 M-3x4 M-3x4 M-1.5x3 M-3x4 l ). . 1 3-10-04 2-11-04 3-08-08 10-06 y ��4.((e9NAGI c}/ 89200PE r' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AH1 Scale: 0.4416 ; WARNINGS: GENERAL NOTES, unless otherwise noted. TO CC' OREGON l)' 1.Budder end erection contractor Mould be advised of al General Notes 1.This design is based only upon the parameters Mown end is for an individual 7 K✓ Truss: AH1 and Warnings before construction commences hiding component.Applicability of design parameters and proper i r t �a\\ t4 AN. 2.2x4 compression web bradng must be Installed where shown 6. incorporation of component Is the responem88y of the building designer. -7 V ` 14 3.Additional temporary bracing to Haire stability during construction 2.Design assume.the lop and bottom shards to be laterally band al / jaw (i y Is the responsibility of the erector.Additional permanent bating of 7 continuous asheathing respectively ssucch cc eplywood sheathing(TC)and/orkywel)81).. i' K R I',,,\•, V DATE: 6/18/2016 the overall diode I0 the responsibility of the building designer. 3.2 Impact bridging or lateral bradng required where Mown*0 SE K2 0 9 2 2 2 3 4.No load Mould be applied to any component until after ail bradng and 4.Inelelallon of truss Is the responsibility of the respective contractor. Q• fasteners are complete and at no Eine should any loads greater than 5.Design assumes trusses are to be used in e noncorrosive environment, TRANS ID: LINK design bade be applied to any component. end ea for"dry condition"of ues. 8.Design assumes NI bearing al a8 supports shown.Shim or wedge If EXPIRES: 12/31/2017 5.CampuTrue has no control over end aseumea no responsibility for the ry. fabrication,MMling,shipment and IntelIibn of component.. 7.Design assumes adequate drainage is provided. June 20,GO 1 6 8.This design is Nnished subject N the Imitations set fort by 8.Plate..shall be looted on both faces of truss,and placed so their comer TPI1WICA In SCSI.copies of whkh oIl be belched upon request. knes S.Digits oincide with nicate size joint center Inc.. Inches. MiTek USA,Inn./CornpuTrus Software 7.6.7(1L(E 10.For bed connector plate deign values see ESR-1311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" TC: 2x4 KDDF #16BTR IBC 2012 MAX MEMBER FORCES F/Cq=1.00 LOAD DURATION INCREASE = 1.15 1-2=( -34) 84 2-4=)O2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-193) 143 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" -163/ 522V -19/ 70H 5.50" 0.84 KDDF ( 625) 12 0'- 9.2" -195/ 86V 0/ OH 5.50•' 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -118/ 27V 0/ OH 1.50" 0.04 KDDF ( 625) 12.00 17 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 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 = 0.003" 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.004" MAX BC PANEL TL DEFL = 0.000" @ 0'- 6.4•• Allowed = 0.014" MAX HORIZ. LL DEFL = 0.001" @ 0'- 11.2" /2"111111.11111:11 -✓ 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, m (All Heights), Enclosed, Cat.2, Exp.E, MWFRS(Dir), O load duration factor=1.6, u7 End vertical(s) are exposed to wind, 0 Truss designed for wind loads /-- ti in the plane of the truss only. oo o ul Io /- M-3x4 l 1-00 l 1-00 y Co'S.,- v) p�F){0A-4,,, [PROVIDE FULL BEARING;Jts:2,4,3 I r CS. y'AG'•e /f] `c :9200p �1, JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AJ r 400 Scale: 1.1024 WO. Ct WARNINGS: GENERAL NOTES, unless otherwise noted lit " Truss: AJ 1.Builder and erection contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and I.for en Individual `7 OREGON C4 and Warnings before construction commences. building component.Appllnbiliy of design parameters and proper 2.2x4 compression web homing must be Insieled where shown(.. Incorporation et component a the responsibility of the building designer. .11{ L �� lc 3.Addlinnel temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom dorms to be laterally braced H f 4 v Is the responsiblNly of the erector.Addional permanent bracing o/ Y o e.and at 10'o.c.respectively ansae braced throughout!stir length by 1h. 6/18/2016 the overall structure la the responsibility of the building designer. continuous sheathing such as plywood neetmng(TC)and/or drywau(BC). /114 /241:1 b1 IR10- DATE: jJ 4.No load should be applied a any component until after all brad 4.to Impactoftrubridging or the rel prating required the where eve no a I-'f • SEQ.: K2092229 wens 4.Deeenasufbutssteerretebensedkta roapednseee ninon fasteners are complete and e1 no Nme should any beds greater than 5.Design assumes trusses aro to be used Ina mer-wrroaNe environment, TRANS I D: LINK design lead be applied to any component, end ere for'dry condelon"of use. 5.Compdirue hes no control over and emend no responsibility forth. 8.Design assumes fullbearing at aN supports own.Shim or wedge If EXPIRES: i 2131/2017 fabrication,handling,shipment and Installation of components. necessary. 7.Desipro 6.This design Is furnished subject to tiro limitation eel forth by 8.Platesnshall be locaassumesateduenebeth edrainancelof tnna,e and placed so their center June 20,2016 TPINOICA in BCSI,copies of whin vdS be furnished upon request. Nnes coincide with joint center lines. S.Digits indicate sea of plate in Inches. MITek USA,Ifm./COmpUT/us Software 7.6.7(1L}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'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-23) 17 3-4=(-60) 49 3-1=(-33) 17 BC: 209 KDDF #16BTR SPACED 29.0" O.C. 1-4=(-58) 70 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. 0-10-03 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. f .( DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" 0/ 61V -46/ 52H 5.50" 0.10 KDDF ( 625) TOTAL LOAD = 45.0 PSF 0'- 9.4" -77/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) 2'- 10.5" -2/ 47V 0/ OH 5.50" 0.07 KDDF ( 625) 00 For hanger specs. - See approved plans 12 LL = 25 PSF Ground Snow (Pg) 12.007 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 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 = -0.003" @ 1'- 9.2" Allowed = 0.118" MAX HORIZ. LL DEFL = -0.001" @ 0'- 9.4" MAX HORIZ. TL DEFL = -0.001" @ 0'- 9.4" 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, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, I p' Truss designed for wind loads in the plane of the truss only. 11111111111111111111111111111..- erI 0 ti N f-1 s. O .11IIMIIIIIIIIIIIIIIIII11.- Ai,Am.. 1 iiiiI,A 3.. .. 4 M-1.5x3 M-1.5x3 -‹<-v, .0 PR OFe-„ y l 2-10-08 :9200P <" !PROVIDE FULL BEARING;Jts:3,2,4 I ,t,� 111, JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AJ1 Scale: 0.8506 ;1101 WARNINGS: GENERAL NOTES, unless othetvdae noted: 1. OREGON )4 1.Builder end erection conlredor should be advised ofd General Notes 1.This design is based only upon the parameters Shown and Is for an Individual " ' 4, Truss: AJ 1 and Wamings before construction commences. building component.Applicability of design parameters and proper G 2.214 compression web bracing must be metalled where ehoww o. In Ale Wlporellon of component h the responsibility of the bullying designer <Q 4' 14 'IQ) 4 3.Additional temporary bracing to Insure stability during construction 2.Design aeeumea the tap and bottom chords to be laterally brecad N Is the responelbl f Ca erector.Additional nem bracing of T o e and et 10 o.c.sacs.,plywoodly anises bread throughout their I. by �R R Aly o perms continuous sheathing such as shsaUing(TC)and/or drywall(BC). k- DATE: 6/18/2016 the overall structure is the responsibility or the building designer. 3.2i Impact bridging or lateral bracing required where shown+. SEQ.: 2 0 9 2 2 2 5 4.No load should be applied to any component until after all bradng end 4,Installation of truss is the responeibllty of the respenWe 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, and are for"dry condition"of use. TRANS I D: LINK s.CompuTrvs hes no control over and design bade be applied to any component. no rseponsldllly forme t Design amines Ad bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 weasel), Nbrlcatbn,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. June 2O,2016 8.This design la furnished subject to the limitations set forth by 8.Plates Shap be located on both faces of trues,and placed so their center TPLWfCA in 13051.copies of which ad be fumlehed upon request. 9.Inc.Digitcoincide with joint ioplate in inches. MITek USA,Inn./CompuTrsa Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-101) 75 3-4- =(-157) 119 3-1=(-102) 49 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 1-4=(-138) 183 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PIF 0'- 0.0" -23/ 129V -75/ 11311 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 45.0 PSF 2'- 6.6" -37/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) .. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 2'- 10.2" -66/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) 2-10-03 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I /REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 12 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 TC PANEL LL DEFL = 0.013" @ 1'- 5.8" Allowed = 0.219" 12.00 V MAX TC PANEL TL DEFL = -0.011" @ 1'- 5.9" Allowed = 0.329" MAX HORIZ. LL DEFL = -0.002" @ 2'- 9.4" -, MAX HORIZ. TL DEFL = -0.002" @ 2'- 9.4" Design conforms to main windforce-resisting 0 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=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti M-3x4 0 •� /- 0411114s40444, IoO, �� r ,� 3'k 9+ M-1.5x3 M-1.5x3 l y 2-10-08 (y[y vo (PROVIDE FULL BEARING;Jts:3,4,2 I17 f R Op ` 89200PE ,- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AJ2 Scale: 0.5718 'IOW ! ,,' ! ' / NI.B . GENERAL NOTES, unbuMMe iee parameters �� �� `,"` Truss: AJ2 1.Baldernd erection conlrsdar should be advised of all General bite Thie design b based on y upon the p esign ar Mo m and Is kr,individual and Waminpa before construction commences. building component.Applicability of design parameters and paper • 2.2e4 compression web bracing suet be installed where.haws�. Incorporation of component k the responsibility of the building designer. R/� "' fr 14 2� '�. 3.Additional temporary bracing to Insure stability during construction Z•Design assumes the top and bottom chords to be laterally braced at V Is int....stalty of the erector.Additional permanent bracing of 2'o.c.and at t0 roc reapediwly unless bread Ihroughod melt langur by DATE: 6/18/2016 the overall structure la the reapunsblty of the building designer. 2 Irapa us sheathing or etch l b acing re fired sP re s and/or drywep(BC). R r 3.In Impact bridging la iteral bracing required the aApre Mown v a 1-'S l++Y SEQ.: K2 0 9 2 2 2 6 4.No bad should be applied to any component until,her all bracing and 4.Installation Okras Is the responsibility of the respective contractor. fasteners are complete and at no Ilene should any loads greater than 5.Design assumes trus..s are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and ere for'Wry condition.ofuse. 5.CompuTma has no control over and assumes no responsibility for the 8.Design manes NA bearing at an supporta Moven.Shen or wedge If EXPIRES: 12/31/2017 fabncomponents handling,shipment end Installation of componentnecessary. subject7.Dates assumes adequate beth faasetruss,s a. June 20,2016 8.This design is CSI,nett esete to the lbefulimitations set forth by 8.Plates shall be baled on bosh ladsofbuss,end plead so their center WWW-GA In BCS(,copies o!sfibh nil be furnished upon request. lines coincide with Joint center lines. MITek USA Inc./Com UTNs Software 1 L 7.6.7 9.Digits Indicate sire of plate in Inches. p ( )-E 10.For bask connector plate dealgn values see ESR-1311.ESR-1988(MI7ak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-226) 95 4-5=(-213) 130 4-1=(-253) 70 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-103) 0 1-5=(-151) 247 WEBS: 2x4 ROOF 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 = 95.0 PSF 0'- 0.0" -23/ 200V -96/ 172H 5.50^ 0.32 KDDF ( 625) OVERHANGS: 0.0" 14.7" 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.006" @ 4'- 1.2" Allowed = 0.122" MAX TL CREEP DEFL = -0.008" @ 9'- 1.2" Allowed = 0.163" MAX TC PANEL LL DEFL = 0.013" @ 1'- 5.8" Allowed = 0.219" 12 3 -, MAX TC PANEL TL DEFL = 0.012" @ 1'- 5.8" Allowed = 0.329" 12.00 7 MAX HORIZ. LL DEFL = -0.004" @ 2'- 9.9" MAX HORIZ. TL DEFL = -0.009" @ 2'- 9.4" Design conforms to main windforce-resisting 2 system and components and cladding criteria. Wind: 140 mph, h=21.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 0 (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 d. in the plane of the truss only. I r 0 I L M-4x6 1 0 11 4** 5** M-1.5x3 M-1.5x3 y 2-10-08 y l-02-11 � O PRQp ,(� (PROVIDE FULL BEARING;Jts:9,5,2 ��\c"' �`,GINe.'T /0�9 89200PE v JOB NAME : NRT FRENCH 5 PLEX WITH STEP - AJ3 ,,�J��,T� Scale: 0.4964 WARNINGS: O.784 deign 4b cony upothparameters -y OREGON �)a 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the psrametere shown and h tor an individual (++ OREGON V'7 V I Y 'K✓ Truss: AJ3 and Warnings before consirudlon commences. building component.Applicability of design parameters and proper / (Y 2.204 compression web biking must be Installed where shown 0. Incorporation of component Is the reepondbldy of the building designer. /© '7 ' 1 4 �y� �"'- 3.Additional temporary butting to insure stability during construction 2.Design assumes the top end bottom drone to be laterally bread at Is theresponsibility f me erector.Additional permanent bracing of 2'continuous and et sheathing o e.rsh as ply s d s braced Ihrougholl Meir len)h by i �R 1% a Zr<Impgesuchlbptng to uiem edt.,.hown«andlor tlryweA(BC). C Y DATE: 6/16/2016 the overall structure is the responsibility Dime building designer. 3.�Impact Mdpinp or lateral brodng required•Miers shown«* SEQ.: K2 0 9 2 2 2 7 4.No load should be applied to any component until after all bradng and 4.Installation of duos A the responsibility of tits repeuWe contredor. fasteners are compete and at no time should any roads greeter than 5.Design assumes busses are to be used Ina non-corrosive environment, TRANS ID: LINK de.0 loads beapplied teany component. armaremrdryfullberigof ata. 5.CompuTnrc hes no control ever and assumes no re.ponsibility for the d.ecessa asumes Nd boating at aft euppods shown.Shim or wedge It EXP�( E ,; 1213.1/2017 rya fabrication,Nuking.shipment and Inetalktlon of components. 7.Design assumes adequate drsinege k provided. 6.This design Is furnished aA)ed to the limitations set form by N.Plates shall be bated on both faces of truss,and placed.o their center June 20,2016 TPVWTCA in SCSI,copes of which all be furnished upon request. linea uindde with Joint center Imes. 9.Digits indult.size of plate In Inches MiTek USA,Inc./CompuTrue Software 7.6.7(1L)-E IO.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 15-05-00 GIRDER SUPPORTING 20-11-00 FROM 9-07-08 TO 15-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4630) 696 7- 8=(-2078) 2599 7- 1=(-4828) 690 10- 4=( -432) 2854 BC: 2x8 KDDF #1&BTR 2- 3=(-3602) 628 8- 9=( -628) 3956 1- 8=( -410) 3496 4-11=(-5068) 752 WEBS: 2x9 KDDF #16BTR; LOADING 3- 4=1-2220) 980 9-10=(-1086) 3560 8- 2=( -230) 1768 11- 5=( -142) 64 2x6 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=( -360) 362 10-11=(-1086) 3560 2- 9=(-1626) 286 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.0" V 5- 6=( -22) 22 3- 9=( -380) 2956 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 4'- 7.5" V 9- 4=( -862) 1784 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 995.6 PLF 9'- 7.5" TO 15'- 5.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 2353.0 LBS @ 3'- 7.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _, ( 2 ) complete trusses required. @@ADDL: BC CONC LL+DL= 2134.0 LBS @ 13'- 6.0" O'- 0.0" -682/ 9911V -2313/ 2313H 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 15'- 5.0" -1070/ 6825V -2313/ 2313H 5.50" 10.92 ROOF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL XXXX 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "00 spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.020" @ 10'- 10.9" Allowed = 0.483" MAX TL CREEP DEFL = -0.061" @ 10'- 10.9" Allowed = 0.725" 6-09-14 8-07-02 ` MAX HORIZ. LL DEFL = -0.008" @ 0'- 2.8" f 'l' MAX HORIZ. TL DEFL = -0.013" @ 0'- 2.8" 3-09-04 3-00-10 4-01 4-02-06 0-03-12 f 1' 1' 1 1'' 'COND. 3: 150.00 PLF SEISMIC LOAD. 12 M-5x6 M-4x8 M-1.5x3 Design conforms to main windforce-resisting 12.00 7 • -I system and components and cladding criteria. ,Ay :� < Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, 111111111 Truss designed for wind loads in the plane of the truss only. M-3x6 / rn 1 N O @@ HANGER BY OTHERS TO APPLY M-3x,8///) III CONC.LOAD(S)EQUALLY TO ALL MEMBERS. N rt f to III 7"' B 9 10 1 M-3x4 M-6x10 M-3x8 M-3x10 M-6x10 y 2353# y y +21346 tC�� [y�yry 3-05-12 3-05-14 3-11-04 4-06-02 y ��0) P R Opt- 6(9 1 15-05 y \5t tNGtN fiA? GI 89200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BGIRD ; "' Scale: 0.2775 �--� WA I. r. BeNd08: GENERALdesign NOTES, unteupon R Bise advisedThis parameters parameters anew,and 1s fop en Inelaeu.l 4\ .�Wamlrps heron conarudlen commeco.s. buiaing component.A neat lth or spoon oft and proper 2.254 compression web bradng must be installed where shown., mcorperation or component is the responsibility or the building designer. 'to 44'. 1 y 1 4 p1. s�� 3.Additional temporary bracing to insure stability dunng construction 2.Design mum.me top and bottom chords to be laterally braced al Z �pT' is the responsibility of the erector.Additional permanent bracing al r o.o.and at 1st o.c raap.ctwery unless braced throughout Theo-length byFR R..i LV^ DATE: 6/18/2016 Theo.emlcturela .bumpra.ponaeBryorlhbmhlro designer. continuousshestmngsuchasplywoodmaethmg(7G)end%ordrywall(Bc). 3.24 Impact bridging or lateral bracing required where shown++ SEQ.: K2 0 9 2 2 2 8 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 pads greater than 5.Design assumes trusses are to be used m a non<onodve environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condblon"of use. 5.CompuTrus Ms no control over and names no responsibility forme 6.Design assumes Nd hearing at al supports shown.Shim or wedge If EXPIRES. 12/31/2017 febrhatbn,handling,shipment and installation of components. necessary. 7.Desidgngeassumes adequate drainage te irons,provided. June 20,2016 d.This design is shed sublev to me limitations set forth by e.Plates shell be located on both races of buss,and pieced so their center TP WJfCA in SCSI,=ales of which will be furnished upon request. lines colndde with Joint anter tins. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L(E 10.For basin 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 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 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 I 2x6 KDDF #16BTR T2 SPACED 24.0" O.C. 2- 3=(-1734) 132 8- 9=(-140) 1331 8- 4=(-307) 185 7-11=(-627) 125 BC: 2x6 KDDF #16BTR 3- 4=1-1116) 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 92 B DL ON BOTTOM CHORD= 10.0 PSF 6-10=(-637) 127 TOTAL LOAD= 45.0 POP TC LATERAL SUPPORT 24"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. 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/ 908 5.50^ 2.39 KDDF ( 625) 13'- 6.0" -101/ 75451 0/ OH 5.50" 0.51 KDDF (1485) NOTE: 2x4 BRACING AT 29"OC UON. FOR ADDL: TC CONC LL+DL= 93.3 LBS @ 2'- 8.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 733.0 LBS @ 3'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'C OVERHANGS: 12.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. l:OND. 2: Design checked for net(-7 osf) uplift at 24 "oc soacine. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.100" MAX LL DEFL = 0.029" @ 10'- 11.0" Allowed= 0.419" Unbalanced live loads have been MAX TL CREEP DEFL = -0.086" @ 10'- 11.0" Allowed= 0.629" considered for this design. MAX HORIZ. LL DEFL= -0.019" @ 13'- 3.2" ** For hanger specs. - See approveLd81/a10-10-05 f MAX HORIZ. TL DEFL= 0.045" @ 13'- 3.2" T nf1 f f 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 Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 93.30# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 10.56M-3x9 load duration factor=l.6, 12.00End vertical(s) are exposed to wind, M-3x4 M-3x4 Truss designed for wind loads q / in the plane of the truss only. a o -_ T2 o M-3x4 7 -� NOTE:LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. L-] -_ THE DESIGN SHALL BE REVIEWED AND APPROVED BY A r PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER o FOR LATERAL LOAD AND LATERAL STABILITY.END VERTICAL s o NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. 41 `, 1-U -- 011 N - 8 9 10 r•-1 o M-3x4 -M-6x6 M-5x6 M-5x6 M-3x6 I N O 12** -/1 1-1 1 1 ♦733# 1 , i t 1 1 2-06-04 4-07-15 3-10-09 1-11-12 0-05-08 ��'vs5) PP 0k...e. 1-00 13-06 ,k4 G1 fib' /off 4 89200PE t-- JOB JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BH1 _,,•�-ar. : _ Scale: 0.3613 I.WABuilder Orid.L deNola b, unless eN,.other/dee rete' '' OREGON 4` I.Bolder arM erection contractor should be advised of Cl General Notes 1.This tlestgn b based only upon the parameters shown and la for an IndNldrl "y�.+ V Il V I V Truss: BH1 and Wamingsbefore construdbncommences. buldingoempenem.Apploablllyofdesignparametersandproper 20\ Q 2.254 compression web bredng must be Installed where shown*. incorporation of component Is IM responsibility of the building designer. / )+^ A 3.Additional temporary bracing to bums debility during construction 2 Design assumes the top and bottom dame to be letarelty brecetl at AY' length by Is the dp ro reasons 4 of the erector.Additional permanent bracing of continuous the INngrsuch et plywood esathing(TC)and/or dely unless braced throughouteryxal(C). DATE: 6/20/2016 the overall atmdure lame respondbllry of building designer. 3.24 Impact bridging or lateral bredng required rw,ere shown 0 0 RI L ^ SEQ.: K2092230 4.Noload Mould beapplied toany component until after all bradngand 4.Installation talateerotbuWerhe'esstwobaue4sd1tthe in h non-corrosive ntractorn.m, fasteners ate complete and at no time should any loads greater than Design ggre for trusses are"of toub e. TRANS I D: LINK dedgo beds be applied to any component. g.Design aswmes Np bearing et el supports gown.Shim or wedge If 5.CompuTrus has no control over end assumes no respanstblllty for me neeaaaameows EXPIRES: 12131/2017 fabrication,handling.shipment end installation of components. 7.Dedgn adequate drainage la prodded. June 20,2016 8.The design is finished sub)ed to the Imitation.set forth by 8.Mates eel be bated on both faces of truss,and placed r their canter TPWJICA In SCSI,poples of which WI be fu,eleed upon request. Ines coincide with)ole center lines. S.Digits Indiata size of plate In Inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E 70.For basic connector pfate design values see ESR-13/1,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=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 #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-705) 182 9-10=(-296) 825 9- 5=(-478) 109 BC: 2x4 KDDF #16BTR 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 #16BTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-810) 243 6- 7=(-417) 159 2x6 BIDE #2 B DL ON BOTTOM CHORD = 10.0 PSF 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. DON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HOBO 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 2012 AND IRC 2012 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 12.0" 0.0" OND. 2: Design checked for net(-7(- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" M-3x4 where shown; Jts:2,5-9 3-11-11 9-06-05 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.033" @ 10'- 11.0" Allowed = 0.419" Unbalanced live loads have been 2-05-04 MAX TL CREEP DEFL = -0.068" @ 10'- 11.0" Allowed = 0.629" considered for this design. MAX HORIZ. LL DEFL = -0.022" @ 13'- 3.2" ** For hanger specs. - Sep app?..-64d-Mans 11-05-07 2-11 3-10-09 2-08-12 , MAX HORIZ. TL DEFL = 0.037" @ 13'- 3.2" 2-08-12 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 10.56" End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 4$ `+" o NOTE:LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. •F]» 7 -i THE DESIGN SHALL BE REVIEWED AND APPROVED BY AirpopPROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER I' FOR LATERAL LOAD AND LATERAL STABILITY-END VERTICAL o NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. 0 o o N 10 !� MINI 12 -/ --/C I 9 10 11 r-I M-4x6 M-4x6 M-3x6 I N 13** -II JI l y y i b b y 2-06-04 4-07-15 3-10-09 2-05-04 P R Opt 1-00 13-06 r�5 NGIN - r0,- `C 89200PE ter'" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BH2 AgOPP Scale: 0.3363 -� Tia ; C 1.WBuldora O.MNdee nIs b, uny uon hparameters Truss: BH2 I.BUYder end erector contractor Mould bead laee of an General Notes MN design Is based only upon the p.r.metere.nown and la for an individual OREGON and warning.before construdlon commence.. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must a Installed where shown A. Ina Prate of component la the ro.ponsibNlly of the budding a tleslgner. <0 / '1Y. �\. 3.Additional temporary bracing to Insure atablley during construction z.Design wenn me cop and bottom chords to a[adrift bead at ( (�;. [,. �A� Is the responsibility o!the erector.Additional permeant Gracing of 7 o.c.and at 10'o.c respectively unless braced throughout their length by cd�q' CC_ DATE: 6/20/2016 maoversn.lruduretethe re.ponalbRtyofthe building deagner. connnuou.sheamingsuchaspywoodshe.mmg(T.)and%ordrywall(ec). - RRILI^. 3.Is Imped bridging or lateral bracing required where Moven** SEQ.: K2 0 92 2 31 4.No load Mould be applied to any component until mer an bracing and 4.lnatallsnon of buss Is to responsibility of the respective contractor. feetanara are complete and at no time should any load.greater than 5.Design assumes trusses are to be used In a nonanrrosde environment, TRANS ID: LINK design loads be applied to any component. and ere for^dry condition.of um. 5.CampuTnn Ms no control over end assumes no responsibility for the 6.Design assumes NII bearing at al emporia shown.Shim or wedge If EXPIRES: 12/31/2017 fabrketbn,handling,shipment and Inetallallon of components. necessary. 7.Design assumesadequateborainagekprovided. June 20,2016 6.Thio design Is furnishedabjew to the limitations set forth by S.Plates shall located on both faces of truss,end plead u their anter TPNNfCA in SCSI.copies of which wig be furnished upon request. Iles coincide with joint anter line. MITek USA,Inc./Com uTrus Software 7.fi.7 1L g.Disk litchi.size of plate in Inches. p ( E to.For basic connector plate design values sea ESR-1311.ESR-1868(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-63) 56 1-3=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG 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) LL = 25 POP Ground Snow (Pg) 1-11-11 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL T fREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 pef) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004" @ 1'- 2.9" Allowed = 0.147" 12.00 P MAX TC PANEL TL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.220" 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=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, End vertical(s) are exposed to wind, '' Truss designed for wind loads ' in the plane of the truss only. ti 0 N M O o 1 in 0 M-3x4 l l 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 � I (► G / 0 V A c :9200PE <` JOB NAME : NRT FRENCH 5 PLEX WITH STEP - ASJ1 �� Scale: 0.7950 -�a�,5'[.,, 1. WARNINGS: GENERAL NOTES, unless otherwise noted' )� 1.Builder and erection contractor should be advised or el General Notes 1.This design b based only upon the parameters shown and Is for an Individual 7G OREGON ,A✓ Truss: ASJ1 and Warnings before cansinaabn commences. building component.App IUNIAy of design parameter end proper /A �y • 2.h4 compression web bracing must be installed she,.shown.. incorporation of component h the responsibNAy of the building designer. //� 0 {A 2,U 4 3.Additional temporary bracing to Insure stebiley during conetnadwn 2.Desipn assumes the tap and bosom chorda to be laterally bread at `L/ 1 Y' la the responsibilityf the erector.Addelonal permanent bracing of T o c.and at ea ing each as ply plywoodwos brentl throughout their d,y slyR).ength by R R I O` e,o continuow.dgmng or such l b dng, uir a where s end/or n4 drywaX(BC). IO- DATE: 6/18/2016 the overall structure Ia the reyanNbNlty Orme building designer. 3.a�Impact bridging or lateral bradng required where mown. SEQ.: K2092232 4.No load should be applied to any component until after all bracing and 4.oetal�ionom..sN.ther roe.bueryyetteere,oa�ervontrwro�rn.nt, fasteners are complete and at no time should any loads greater than g TRANS I D: LINK design bads be applied to any component. Designend assumor Mryes fun be n^m eta, 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design sswmes NA bearing et el supports shown.Shim or wedge if EXPIRES: A A/ 1�ry 01 necessary. I G/. a.� a fabrication,his furnished nieldladded list.d limitations set components.by 7.Design aswbeeladequate on both is provided. June 20,2016 8.This design Is NmieMd added to the NmltNlon set!orale by 9.Plates chola be vented on both laces of truss,and placed no their center TPUWTCA in BCS(,copies of which veil be furnished upon request. Anes coincide Wath pint center Tins. g.Digits indicate size of plate In Indies. MiTek USA,Inc./CompuTrue Software 7.6.7(1L)E i5.For basic connector plate design values see ESR-131 1,ESR-11358(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TO: 2x9 KDDF #16BTR A LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 7=( -95) 354 7- 3=( 0) 183 6-10=(-575) 213 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-634) 173 7- 8=( -61) 352 7- 9=( -53) 56 WEBS: 2x9 KDDF STAND 3- 4=(-348) 224 8- 9=1-185) 432 4- 8=( -54) 153 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-564) 231 9-10=( -40) 58 8- 5=1-146) 199 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 TOTAL LOAD = 95.0 PSF 9- 6=(-208) 599 NOTE: 2x4 BRACING AT 29"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.FN. (SPECIES) 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 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Degi an checked for net(-7 osf1 o.pli ft at 24 "oc spacing. M-3x4 where shown; Jts:2,6-9,11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ** For hanger specs. - See approved plans 5-03-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.067" 2-10-10 3-03-11 2-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" f f 1 MAX TL CREEP DEFL= -0.022" @ 8'- 7.3" Allowed = 0.629" MAX TC PANEL LL DEFL = -0.052" @ 2'- 9.9" Allowed = 0.439" 12 12 12.00 F77 M-4x6 M-4x6 N 12.00 MAX HORIZ. LL DEFL = -0.009" @ 13'- 9.3" MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" 4A A Design conforms to main windforce-resisting system 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 -5X6 in the plane of the truss only. �`�. -., NOTE:LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. dii '. THE DESIGN SHALL BE REVIEWED AND APPROVED BY M PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER FOR LATERAL LOAD AND LATERAL STABILITY,END VERTICAL o NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION, M O N ul 0 m 0 7 9 9 IL 1 -,-/N r1 I N O ',o -/I ,-I l y > l l 5-02-04 3-05 3-02-04 1-08-00gikVy G 0 �y OF 4- P �?`Co �GIN��c�"��/ 1-00 13-06 . V R 44, 89200PE 9r' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BH3 -�' Scale: 0.3993 1,-. ' �0' WARNINGS: GENERAL NOTES, unless otherwise noted + M Truss• BH 3 Balder and erection coni actor should be advised of all Gene al Notes This design is based only upon the parameters mown and is for an individual �� OREGON �� and Warnings before construction commences. building component.Applicability of design parameter*and proper '�✓ 3.T,N compress on web bredng must be Iwlelled where shown*, mcorporegon of component le the reaponelbutly of the building designer. A`". 2(:)\ 4 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top end bottom chorda to De laterally braced at r, '7/ A. V Is the responsibility of the erector.Additional permanent bradng of 2'o.c.and at 10 a.c.respectively union braced throughout their length by `7' {� 6/20/2016 the overall structure is the responsibility of the bulking designer. continuous sheathing such as ptywootl aired where g(TC)entl/or tlrywa8(BC). f���IO- DATE: �J SEQ.: K2092233 4.In tmptdbodg1Wing ior sthere pradngiyof/5.Ie shown.a (ti 4.No loge ghouls be applied to any component until agar all brodng and 4.Installation of Iran Is the responsibility of the respective contractor. /asteneR are complete end at no time should any Gads greater than 5.Deegn aseumes trusses are to be and In a non•corro.Ne environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition"ofuse. 5.CompuTrue has no control over and assumes no responsibility for the 6.D caign�assumee NA bearing at all supports shown.Shim or weeps if x t^`,P(R 12/31/2017 L, 1/20 fabrication.handling,shipment and installation of components, 7.Design assumes adequate drainage is provided. 8.This design a furnished gabled to the limitations set forth by 8.Plates shag be located on both feces of truss,end placed so their center June 20,2016 TPI N1'CA in SCSI,copies of which will be furnished upon request. lines coincide With joint center linea. MITek USA,Inc./CompuTrue Sollware 7.6.7(1 LJ-E 9.Digits indkeb size of plate m inches. to.For bask connector plate design values see ESR-1911,ESR•1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR A LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 9=( -87) 357 9- 3=( 0) 183 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-634) 250 9-10=(-106) 352 9- 6=( -61) 64 3- 4=) 0) 0 10-11=(-225) 432 6-10=( -51) 153 WEBS: 2x4 KDDF STAND LOADING 3- 6=(-398) 266 11-12=( -93) 61 10- 7=(-139) 192 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE' 5- 6=( O) 0 7-11=(-460) 262 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-564) 293 11- 8=(-263) 599 TOTAL LOAD = 45.0 PSF 7- 8=(-370) 153 8-12=(-575) 258 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -132/ 752V -128/ 173H 5.50" 1.20 KDDF ( 625) 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.92 KDDF (1400) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-3x4 where shown; Jts:2,8-11,13 FOND. 2: Design checked for nei(-7 oaf) uplift at 24 "oc soacina. ** For hanger specs. - See approved plans 0-02-10 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 f,fMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 6-07-11 0-02-10 4-07-11 2-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" T f f 4 .c MAX TL CREEP DEFL = -0.022" @ 8'- 1.4" Allowed = 0.629" MAX TC PANEL LL DEFL = 0.033" @ 3'- 0.0" Allowed = 0.934" 5-02-04 1-05-07 1-05-07 3-02-04 2-00 f 'f 'f'f '' 4 4 MAX HORIZ. LL DEFL = -0.010" @ 13'- 9.3" MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" 5-04-10 f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 7 N12.00 M-4x6 M-4x6 Wind: 140 mph, h=22.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, C�A� End vertical(s) are exposed to wind, � Truss designed for wind loads in the plane of the truss only. NOTE:LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. -5x6 THE DESIGN SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER rn o Aill 1 � � FOR LATERAL LOAD AND LATERAL STABILITY.END VERTICAL NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. N T T13 9 10 11 l l ) 0 PROpk- 5-02-04 3-05 3-02-04 1-08-08 y l y \6G1ON( ):.;9 �� 1-00 13-06 JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BH4 Scale: 0.2646 f '40/ 4# 41111110 • WARNINGS: GENERAL NOTES, unless otherwise noted. TIr OREGON 4./1.Builder and erection contractor should be advised ofd General Notes 1.This design Is based only upon the parameters shown and Is for an IndWkluel ? ile REG 1_�{./ Truss: BH4 and warning.before construdbn commences. building componed.Applicability of design parameters and proper 4" ,y Zy}k �},T` 2.2.4 compression web bracing mud be Installed where Moven.. Incorporollan of component h the responsibility of the building designer. /) -1 1 A. Q} 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap ash bottom Mobs to be letenity bread al "V }� 't lathe responsibility f Me erector.Additional m bracing of c5 ntIn end et.e1C1 tano.cres as ply unless braced throughout Mair Isl)R by e`RR..10 apermane continuous MaatNng such sa plywood MeaMing(TC)and/or tlrywel(BC). DATE: 6/20/2016 the overall structure Is the respondblay of the building designer. 3.2c Impact bridging or lateral bradng required where Moven.. 4.No bro..)should be applied to any component until after all brog and 4.installation of trues la the onablily of the reapedNe contractor. SEQ.: K2 0 92 2 3 4 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In.non<orroetce environment, design loads be,pplleahanrmmponent. and are for"dry condition of use. TRANS ID: LINK s.Cemp.ladsbeaocontroloerandoneum.anoreeponarotityrorthe 8.Iedgnnassumes fulbearing atalsupports Movm.Shim orwedge if EXPIRES: 12/31/2017 ry fabrication,handling,shipment andrs Ilnrn atbn of components. 7.Design assumes adequate drainage Is truss, prodded. June 20,2O 1 6 8.This design is NmlMed subject to the limitatiosat forth by 8.Plates shag located ated on both faces of tand placed as Meir center TPW.tlCA hr SCSI.copies or which will be furnished upon request. Inn S.Digits indicate with joint plate center I nec inches. MiTek USA Inc./CompuTrus Software 7.6.7)1L)-E II.For basic connector plata design values see ESR-1311,ESP-1888(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 99 2-4=(0) 0 BC: 2x4 KDDF #159TH SPACED 29.0" O.C. 2-3=(-88) 47 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: 18.0" 0.0" TOTAL LOAD = 45.0 PIP 0'- 0.0" -72/ 929V -26/ 102H 5.50" 0.68 KDDF ( 625) 2'- 11,0" -55/ 89V 0/ ON 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.019" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.028" 2-11-12 MAX BC PANEL LL DEFL = 0.007" @ 1'- 10.6" Allowed = 0.154" T 1. MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.206" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" 8.05 MAX HORI 2. TL DEFL = -0.000" @ 2'- 11.0" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0Wind: 140 mph, h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ) Enclosed, Exp.B, MWFRS(Dir), load durationfactor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads (nin the plane of the truss only. 0 N O f IlliglrHMIMIIIMIMIMIIMIMIIo f 0 2111EM 11.0304 M-3x9 1 ), y 1-06 4-00 'PROVIDE FULL BEARING;Jts:2,3,4 �CR Eq PRQFFOx. c;5 �NGIN�fiR gyp* 892O0PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BJ1 /''1c.,,,,- Scale: 0.6296 -*mom ,. sssere WARNINGS: GENERAL NOTES, unlessotMrWlSS noted: OREGON i, Truss: BJ1 I.Gunder and erection contractor Mout be advised of all General Notes I.This design is based only upon the perametera Moven and N for an individual and Wamings before conetrudion commences. building componentApplicability of design parameters and proper ,y 0, /(, 2.204 compression web bradng must be installed Where shown*. Incorponllon of component is the rospenstbtBy of the building designer. G "/'9'' �� ` 3.Additional temporary bracing to insure stability during conebucllen 2.Design assumes the top end bottom chords to be laterally bread al �"�,/ '9 7 4 �•� •`"' Is the responsibidy of the erector.Additional permanent bracing of T o.e.and et tG o.c respectively unless bread throughout their length by '(•�P DATE: 6/18/2016 the overt endure a the rosponstbAXy of Bre building designer. continuous sheathing such as plywood Mealhing(TC)aM/or drywnI)BC) E'R R IL �. Y 3.2a impact kedging or lateral bracing required where shove** A'lf fl 1+. SEQ.: K2 0 9 2 2 3 5 4.Na load should be applied to any component until after all bracing and 4.Installation of MISS Is the roaponebAlty of the reapectNe contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes Masses 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. 8.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing el all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Catenation of components. ry' 7.Deegequate drainage is provided. 8.The design is fumided subject to the limitations set form by 8.Plaesnshag be boaassumes ted on both faces of truss,and Mud so their anter June 20,2016 TPIMTCA In BCS',copies of which all be famished upon request, lines coincide with joint center lines. MITek USA,Inc./CCmpDTIUs Software 7.6.7(11.)-EN.Digits indlae see of pee In inches. 10.For basic connector plate design values see EBR-1311,ESR-1889 MIM) 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 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=(-9316) 760 1- 7=(-1196) 3599 2- 7=( -642) 3816 10- 5=(-630) 3730 BC: 2x6 RODE 815BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3026) 542 7- B=(-1216) 7666 7- 3=(-9474) 772 WEBS: 2x4 KDDF STAND; 3- 4=(-7924) 1316 8- 9=(-1228) 7769 3- 8=( -286) 1989 2x4 DF STAND A LOADING 9- 5=(-2958) 530 9-10=(-1228) 7764 8- 9=( -382) 910 LL = 25 PSF Ground Snow (Pg) 5- 6=(-9216) 794 10- 6=(-1210) 3598 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 BC UNIF LL( 437.5)+01( 350.0)= 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ._.,"-- ( 2 ) complete trusses required. 0'- 0.0" -760/ 9284V -2000/ 2000H 5.50" 6.85 ROOF ( 625) Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -760/ 9284V -2000/ 2000H 5.50" 6.85 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. \/`/ 9" oc in 1 row(s) throughout 2x9 top chords, /X\/X\ 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.098" @ 3'- 10.2" Allowed = 0.292" MAX TL CREEP DEFL = -0.104" @ 3'- 10.2" Allowed = 0.938" MAX HORIZ. LL DEFL = -0.014" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.029" @ 0'- 5.5" 1-00 7-08 1-00 f f 'COND. 3: 2000.00 LBS SEISMIC LOAD. 1-00 2-06-11 2-08-07 2-04-15 1-00 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 190 mph, h=20.9ft, TCDL=6.U,BCDL=6.0, ASCE 7-10, 12.00 12.00 (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 M-3x8 M-4x10 M-5x6 2 3 9 5 . - - 4 M - J _ / ii /� A - o /Xi I o cal -0 O I 1 X 7 8 9 10 ,..,<,..6 l o o M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 M-6x8 l )' l ) l y 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 1 9-08 y ���Ea PROEFs acs NGINr~�R >0 .17 89200P E 4' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - DH1 Scale: 0.9855f WARNINGS: GENERAL NOTES, unless therwiae noted. !M OREGON �fs 1.Bulder and erec8on contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual . OREGOI V t{✓ Truss: DH1 and Warnings before conetructlun commences. building mmpened.App8eablhty of design parameters end proper L• , ry\ • 2.284 compression nab bradng mut be installed where shown e. incorporation of component Is the responsibility of the building designer. �� -7 y y. 2V �' '... 3.Additional temporary bracing to Insure stability during construction 2 Design saeumee the top end bottom MO br la be Iete S braced at i Y' Is IM responsibility or the erector.Additional t bracing f 2'o,a end al 1 P ex.such es ply unless eaced throughout mak length by ). ' FilR'L germane g o continuous sheathing such es respectively unless s braced nn drywal(BC) 4.� Y DATE: 6/18/2016 the overall structure Is me responsibility of the building designer. 3.2.Impact bridging or Clem!lowing required where Mown a• SEQ.: K2 0 9 2 2 3 7 4.No pad should be applied to any compount until after all bracing and 4.Intanetion of Imes Is H.responsibility el the reapadive contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a nuncorroahe environment, TRANS ID: LINK design bads be applied to any component. and are tor"dry condbbn"of uv a. 5.Comp/Trus has no control over and assumes no responsibility forme 6.Design assumes NI bearing al al shown.ewn.Shim or wedge If EXPIRES: 12/31/2017 necessary. Nbnutbn,Ishsnle,shipmentandintallationofcomponents. 7.Design assumes adequate drainage Iprovided. June 20,2016 8.This design is furnished subject to the limitations cae t forth by 8.Plates shat be located on both faces of truss,and pieced so their center TPUWTCA in SCSI,copes of which will be fumlehed upon request. Ines coindde with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompaTrus Software 7.6.7(1L)E 10.For bask connector plate design values see ESR-1311,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -91) 32 2-4=(0) 0 TC LATERAL SUPPORT <= 12"OC. SON. 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" -74/ 332V -29/ 80H 5.50" 0.53 KDDF ( 625) 1'- 2.9" -47/ 22V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 2'- 0.0^ -39/ 30V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 29 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" 1-03-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" f f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX BC PANEL TL DEFL = -0.000" @ 1'- 4.0" Allowed = 0.072" 7 12.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to main n windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=2l.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '' load duration factor=1.6, rl End vertical(.) are exposed to wind, '� Truss designed for wind loads m in the plane of the truss only. 0 I ~ co /- 0 o M-3x4 1 l 1 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,3,4 I icc 0.0 CC �.-.89200PE Fr JOB NAME : NRT FRENCH 5 PLEX WITH STEP - BSJ1 Scale: 0.7033 w�` WARNINGS: GENERAL NOTES, union othendn noted: �� `� Truss: BSJ1 1.adder and erection contractor Mould be advised Wall General Notes 1.Ibis design is based only upon the parameters shown and Is reran Individual ' z OREGON '4, and Warnings before conslmdlon commences binding component.Applicability of design pummeled end proper ✓(� tic "I 2.204 compression web bradng mu*be instased where shown.. incorporation olcomponeet lama rosponsibMly of the holding design.,. �/ Y fid\ 3.Adtllbnel temporary bnctng to Insure stability dodo"construction 2.Design assumes the top and bottom drams to be laterally braced at F '1.4 (� Is me responsibility of me erector.AddXlanal permanent bracing of Y o e and a1 ill a.c.roepedNety unto""bncetl throughout their length by `_. DATE: 6/16/2016 ha overall structure la the responsibility of the building designer. continuous sheathing such as plywood Meatnng(TC)and/or drywal(BC). Mfi`R rj 101 ng g 7.24 Impact badging or literal bradng required where Mown.. ''SS.•1'l!l Y SEQ.: K2092238 4.No toed ebe,dd be applied t any nampee.nt antit after all br,dng aed 4.Installation oftrwabthe responsibility ofthe respective contractor. fasteners ere complete end at no time should any loads greater than 5.Design"sums.trusses aro to be used Ina non-corrosive environment, TRANS ID: LINK design loads beapplied toany component. end are for"dry condition"ofuse. 5.CompuTms hes no control over end assumes no reeponemlity forme S.Design eleomas as bhang at el supports Mown.Shim or wedge If EXPIRES: 12/31/2017 fabrication.handling,shipment and installation of components. sex e.a subJed 7.Designsshag esadequate onbothdrainage kpussed. .Ane.20,2016 S.Thtsassign Is copies esofub me tbeflimitationsmist set forth by S.Plates ahel be located on both heel of true,and placed so Metr comer TPI/WICA In SCSI.copies of which wig be furnished upon request. lines coincide with joint center line. MITek USA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits Indicate size of plate In inches. to.For bask connector plate design Muss see ESR-1311,ESR-198$(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 89 2-4=(0) 0 BC: 2x9 KDDF 01&BTR 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 12 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PIP 0'- 0.0" -72/ 261V -21/ 79H 1.50" 0.92 KDDF ( 625) 12.00 7 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-7 psf) uplift at 29 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.040" 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. ' o I Wind: 140 mph, h=19.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 'O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 0 I load duration factor=l.6, 'i End verticals) are exposed to wind, Truss designed far wind loads o in the plane of the truss only. I uloI M-3x4 0/1111-13: � ,D P 0pe, y 1-00 y 1-0o y c,; 619 \ rc.Nc N �R /3 (PROVIDE FULL BEARING. I 89200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - DJ1 sale, 1.0758 - - • .111,00 :.: [� • WARNINGS: GENERAL NOTES, unless otherwise noted: v OREGON y�, �)s"` I.Bolder and erection contractor should be advised dal General Nates 1.This deeign h based onM upon the paremeters shown and la for an Indlvkuel R G 1 V ki Truss: DJ1 end Warnings before construction commnences. building component.Applicability of design parameters and proper II -if 2.244 compression web bracing mud be installed where show„.. incorporation or component I.the reeponeibI Orme bulking designer. /Q '1 if .�4. rz(^S -�'•. 3.Additional temporary bracing to insure dabigly during condrudbn 2 Mdgn d 1 15 the top and bottom MOMS to be laterally bread d by h the reepandblty of the eredor.Additional permanent tree f c ntin end al ea hin sashes ply unless braced(TC)throughout theft ry length). [.. Ft 11..\- DATE: %� isga Scimpausd»atglsuch bueing required where sea.,a dryweg(BC). C DATE: 6/18/2016 the overall structure if me responsibility or the bolding designer. s.z«roped bridging or lateral breang required where Mown.. 4.No load should be applied to any component until after.al boedng and 4.Indahilon of was lame responsibility of respective contractor. SEQ.: K2092239 radonersarecompleteandatnotimeshouldanyloadsgreaterthan 5.Design assumestruseesaretobeusedinsnan.snosNeenvionment, and are condition"of use. TRANS ID: LINK &feign bads be applied to any component. B.Oea tine rssumd es,ry lad bearing at .uppobdrown.Shim or wedge if 5.CompuTrushasnocontroloverandassumesnoresponsibilityforme wary, EXPIRES: '12/31/2017febnaation.handling,shipment end installation 5?components. 7.Design themes adequate drainage B provided. June 20,2016 8.This design is furnished subject to the limitations sal forth by S.Plate.shag be located on beth feces of truss,end placed so their center TPInATCA in BCS(,copies of which coli be furnished upon request. Ones coincide with joint canter lines. 9.Digits Indicate she of plate In Inches. MITek USA Inc./CompuTrus Software 7.6.7(11)-E in.For bask connector piste design values see ESR-1711.ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1$SBTR LOAD DURATION INCREASE = 1.15 1-2=(-108) 170 6-7=(-252) 635 1-6=(-156) 122 9-8=(-330) 151 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-734) 312 7-8=(-152) 503 6-2=(-905) 219 8-5=(-131) 636 WEBS: 2x4 KDDF STAND 3-9=(-635) 269 8-9=( -67) 88 2-7=(-274) 271 5-9=(-865) 238 LOADING 9-5=(-631) 195 3-7=(-230) 478 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 7-4=(-197) 183 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) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -149/ 925V -297/ 3229 5.50" 1.48 KDDF ( 625) 20'- 5.0" -142/ 912V 0/ OH 5.50" 1.46 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 9-08-10 10-08-06 MAX LL DEFL = 0.017" @ 9'- 10.9" Allowed = 0.650" ,r MAX BC PANEL TL DEFL = -0.156" @ 4'- 8.4" Allowed = 0.609" 4-09-01 4-11-09 5-05-07 5-02-15 MAX HORIZ. LL DEFL = 0.007" @ 20'- 3.2" f f f f f MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.2" 12 12 M-5x6 12.00 7 3 Q 8.00 Design conforms to main windforce-resisting Q� Cs system and components and 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(Dix), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 4 t M-3x9 2 r,. M-3x4 M-1.5x3 1 a /- 1 Lo i c 1 0 6 * 7 8 **9 M-3x4 M-3x8 M-3x4 M-1.5x3 M-3x5(S) l y l l 9-10-06 5-07-03 4-11-07 y ,L c] }�h 14-00 6-05 "� � � r O�`Vt 1. 1. e;', I N E ;i /ate 20-05 89200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - C1 ...441401,009:;""7 Scale:Scale: 0.2186 "� •140 : Cr WARNINGS: O.ml.de NOign hb, Mess otherwisetheparameters nstae �� O ON w �40 �+4 Truss: C 1 1.Blade(and erection contactor Mold be advised of ail General Notes I.This design h basad only upon he pa amete c shown and h for an Individual + V and WerMrpa before construction commences. building component Applicability of design parameters end proper • 2.254 compression web bradng must be installed Where shown*. incorporation of component Is me responsibility of the building designer. f^ '� 14 (�� �4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Ms lop and bottom dards to be laterally braced N '(,/ B IM responsibility of the erector.AddBonal permanent bracing of Donors end et ea hint respectively unless bread(Tc rad/ dyeir all(B)ngth /�,eA R I O- DATE: 6/18/2016 the overall structure h the respondblity of the building designer. timate sheathing such bradng required it a oilers and/or drywsA(BC). 3.in Impact bodging or lateral responsibility velars Mown*+ SEQ.: K2 0 9 2 2 4 0 4.Na load should be applied to any component until after all bracing and 4.Installation of suss Is the are to sibRty of the reapedhe contractor. fasteners are complete and al no lima should any bads greater than 5.Design assumes trusses are h ba mad In a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and aro for"dry condition"aruse. 5.GompuTms nes no control over and names no roaponsib6oy for tho 6.Design assumes N8 bearing et al supporta Mown.Shim or wedge If EXPIRES: 12/31/2017 2/31/ry 017 fabrication.handling.MI necewry' GI a7 1/GlJ 1 g. pmeecsod eetaliteonofcomptheyts. B.Design assumes adedon othlfaceieimeseJune 20,2016 8.This design Is furnished subject b the Ilmilsibns set forth by B.Plates shall be located on tom faces Mimes.and placed u their tartar TPIMWICA In BC81,copies of which will be finished upon request. Anes coincide with Joint center lines. .Digits indicate she of plate Srign MITek USA Inc./Cam uTrus Software 7.6.7(11E 7I De,taint connector plate design values see ESR-1311.EBR•i 888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-05-00 GIRDER SUPPORTING 8-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1836) 291 7- 8=(-301) 394 7- 1=(-2047) 295 10- 4=( -69) 886 2x6 KDDF #1&BTR T2 2- 3=(-1829) 371 8- 9=(-312) 1261 1- 8=( -131) 1301 4-11=(-1364) 213 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-1252) 298 9-10=(-253) 1406 8- 2=( -212) 104 5-11=( -93) 367 WEBS: 2x4 KDDF STAND; LL = 25 PIE Ground Snow (Pg) 4- 5=( -639) 205 10-11=(-253) 1406 2- 9=( -165) 177 11- 6=( -220) 1589 2x6 KDDF #2 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- 4=( -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 2012 AND IRC 2012 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 10PSF 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. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. sO For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.039" @ 12'- 2.5" Allowed = 0.650" MAX TL CREEP DEFL = -0.089" @ 12'- 2.5" Allowed = 0.975" 6-11-11 10-05-10 2-11-11 MAX HORIZ. LL DEFL = 0.009" @ 20'- 2.3" 'f f '1' f MAX HORIZ. TL DEFL = 0.016" @ 20'- 2.3" 3-08-01 3-03-10 5-02-13 5-04-04 2-10-04 f ' f 1' ' f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 V M-4x6 M-9x6 N 12.00 M-3x8 Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), )I�. \ M-5x6 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. (2)M-1.5X3 OR EQUAL AT UPRIGHTS. • M-3x9 rr pi 1 '4, M-4x6 TYP AT HORIZONTAL INLETS. 1 M-3x6 0 4 1 ,.,--o fr IIIIIIIMIll V /RalA k.. 1 111111111h, 1 ~ /� 7 8 9 10 11 12 -/ M-1.5x4 M-3x5 M-3x8 M-3x6 M-5x6(5) M-4x8 M-1.5x4 l l 1 . l k 3-04-09 3-03-15 5-06 5-06 2-08-08 y14-00 y 6-05 i' f�?CbN. NAG N, ��ss/ 20-05 T Syr ` 89200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - CH1 Scale; 0.2394 ,,�A/ -+/" 0 4prr WARNINGS: GENERAL NOTES, bleu otherwise noted: OREGON I V rt 1.Builder and erection eolr.dor should be advised of e1 General Notes 1.This design N based only upon the parameters shown and Is for an individual L. ll O I V t� ,( Truss: CH 1 and\Naming.before nee.nudbn commence*. building component.Applicability of design parameters and proper �L a (yA,� A. 2.2z4 camproWon e.b bracing must be Metalled where shown a. Incorporation of component Is the respondbely of the building designer. ° '7 14 !7 v "'� 3.Additional temporary bracing to Inure etabfl=y during conehuctbn 2 Design asamas the top and bottom chords to M laterally breva at '# L•' b the responsibility f eM erector.Additional permanent bracing of 2 o.e.and et 1G we.reepecHvely unless braced throughout thele length by A �'��SVh ry° 2e Impact oue ehealhing such as plywood sheathing(7G)and/or drynsl)EC). (`+• DATE: 6/18/2016 the overall endure is the reeponsiblity of the building deeper. 3.2z Impact bridging or lateral bredng requked where shown+• SEQ.: K2092242 4.No bad should be applied to any component until after all breang and 4.!retaliation N1nienoms Ur Is thh.nib Mbliyof th�espctivec n.dsr. fasteners.re complete and at no time Mount any loads greater then and era far"dry condmon^re use. TRANS I D: LINK design beds be applied to any component. 8,Design*.comas NI bearing at.I supports Mown.Shim or wedge If 5.CompuTrus hes no control over and assumes no responsibility for the �,..ry. EXPIRES: "�213112017 fabrb.Hon,handling,shipment and installation al components. 7.Design...Imes adequate drainage is provided. June 20,2016 8.This design is furnished bided to the limitations set forth by 8.Plates shell be located on both leas of buss,end placed so their center TPNWTCA in SCSI.copies of which coli be fumhhed upon request. Ines coindde 04th Joint cater lines. 9.Digits indicate size of plate in Inches. MITek USA,Ino./CampuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see 108.1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF N16BTR LOAD DURATION INCREASE = 1.15 I- 2=(-835) 251 8- 9=(-317) 257 8- 1=(-883) 271 11- 6=(-115) 129 BC: 2x9 KDDF #16BTR SPACED 24.0" 0.C. 2- 3=(-745) 393 9-10=(-335) 630 1- 9=(-105) 561 6-12=(-373) 210 WEBS: 2x9 KDDF STAND 3- 5=(-473) 399 10-11=(-179) 480 9- 2=(-129) 133 12- 7=(-199) 640 LOADING 4- 5=( 0) 0 11-12=(-192) 459 2-10=(-262) 216 7-13=(-885) 306 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-640) 392 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 = 95.0 POE 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 AREAI, 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/ 298H 5.50" 1.47 KDDF ( 625) 11 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.97 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-3x4 where shown; Jts:1-2,6-7,9,11-12 ** For hanger specs. - See approved plans OND. 2: Designchecked for net(-7 oc 0-03-19 (- psf) uplift at 24 spacing. l'-'f VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 8-11-12 1-10 9-07-04 MAX LL DEFL = 0.015" @ 10'- 10.6" Allowed = 0.650" f 'I' T 1 MAX TL CREEP DEFL = -0.030" @ 10'- 10.6" Allowed = 0.975" 4-05-12 4-04-04 1-11-12 4-10-08 4-04-14 f f f f,r I 1' MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.2" 12 12 MAX HORIZ. TL DEFL = 0.009" @ 20'- 3.2" M-4x6M-5x6 12.00 7 3 4 Q 8.00 Design conforms to main windforce-resisting OPA.D system and components and cladding criteria. Wind: 190 mph, h=29.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r 2 1 pli ry 7 I Il u o ,� 6a. r" MM - r1 8** 9 10 11 12 **13 M-1.5x3 M-3x8 M-3x5(S) M-1.5x3 J l Jr l l 1 4-02-04 4-06 2-08-13 4-10-08 4-01-06 [t 14-00 y 6-05 y .,`cj*(K.,• 061 20-05 /Nj G ' 'Y ,4._. 89200 P E yr JOB NAME : NRT FRENCH 5 PLEX WITH STEP - CH2 Scale: 0.2259 '� WARNINGS GENERAL NOTES, unless otherwise rated: �0=_ '!41Pi^� _. I.Builder and erection contractor should be advised of al General Note. 1.This design is based only upon the parameters shown and Is for an individual 7 ,�r OREGON <(/ Truss: CH2 and Warnings before construction commence.. building component.Applicability of design parameters end proper (,,... 'f.�* a 2.2.4 compression web bradng must be installed where shown.. Incorporation of component Is the responafolnY of the building designer. 4 r) �,. 14 Cy(tiy�NaI��,�„ 3.Addaronal temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et 4 Is the responsibility of the erector.Additional permanent bracing or T titin and d gi o.c.respectively as ply unless braced throughoutheyetheir y length by 4,,,y a,�„Fi R'�� DATE: 6/18/2016 oro overall structure is the responslbAn or the build designer. continuous sheathing such as plywood aired here)sold or dryvn8(BC). �l�r Y n8 g 4.l2.ntmpbobodging is lelerelpndngty of the whine.news.. SEQ.: K2092243 <.fasteners badshould meteapplied setoany component until loadall eroctohand 4.DesignasommerIsesthe aretobeuetaer000rroNceenWon la.1 to aro complete and at no gine should any loads greater than 5.Design assumes cow.an to be used in a rarnco0osive anWronmant, deal loads be led to an nt. end oro for"dry condition"of use. TRANS ID: LINK rp pfd raandses 6.Design assume*mnbeanngatsnwppedsshown.Shim orwedge 0 EXPIRES: 12/31/2017 5.CompuTrus has no motto'over end stomas no responsibility forma wry, fabrication.handling,shipment and inetalklbn or components. 7.Design assumes adequate drainage is provided. June 20,2016 b.This design is furnished sub)ed to the limitations set form by 8.Plates shall be located on both faces of turas,and Maud so their center TPWOFCA In SCSI,copies of which nil be furnished upon request. knee coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc.iCompuTrus Software 7.6.7(1L)-E 10.For bask=nectar plate design value.sea ESR-1311,EBR-1g88(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 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 10-00-00 GIRDER SUPPORTING 3-06-00 1- 2=(-711) 131 1- 6=(-45) 435 6- 2=( -9) 353 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-435) 121 6- 7=(-95) 833 6- 3=(-448) 96 WEBS: 2x4 KDDF STAND 3- 4=(-435) 121 7- 8=(-95) 833 7- 3=( 0) 168 LOADING 4- 5=(-711) 131 8- 5=(-45) 435 3- 8=1-448) 96 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 8- 4=( -9) 353 BC LATERAL SUPPORT <= 12"OC. 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 HORD BRG 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: 2x4 BRACING AT 24"01 UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 0'- 0.0" -73/ 642V -37/ 37H 5.50" 1.03 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" -73/ 642V 0/ OH 5.50" 1.03 KDDF ( 625) TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 2'- 0.0" TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 8'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.009" @ 5'- 0.0" Allowed = 0.303" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.021" @ 5'- 0.0" Allowed = 0.454" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.003" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.005" @ 9'- 6.5" 1-11-11 6-00-10 1-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 1-11-11 3-00-05 3-00-05 1-11-11 Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 23.30# 23.30# load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 12.00 7 N 12.00 Truss designed for wind loads in the plane of the truss only. M-4x6 M-4x6 M-3x8 3 tioolIllkn ....1%41 1 PAIIIMMMIIIIMIIIIIIbllIlM1 CD 1 6 7 8 �5 It o o M-3x4 M-3x4 M-1.5x3 M-3x4 M-3x4 J. J• y l l 1-10-04 3-01-12 3-01-12 1-10-04 y 10-00 y ���EO PROptss 4�C;5 4OGIN '? /411' 892OOPE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - GH1 Scale: 0.4497 y. WARNINGS, GENERAL NOTES, ad...olMrnlw noted a 0�' •*A' ""+ 1.Builder and erection contractor should be advised of all General Notes t.This design b bawd only upon the parameters shown and Is for en individual ,V Truss: all and Warnings before construction commences, bonding compenen.Applicability of design parameters and propery 2.Dt4 compression web bracing muet be installed where shown+. incorporation of component h the responsibility of the building designer. ,r6 -1}' '142P\ T 3.Additional temporary bracing to Insure stability during conetruction 2 Design assumes the tap and bottom chows to be mag0N breced et ♦"" Is the responsibility of the erector,Additional permanent bracln9 of 2'contAc.inuous and at ea0 e,e,such as p)unbw braced iT)and/,drFeir Iengm by kEF.R17411..\-.R I L� apo permene 2n Imps ti Mgho or such as bptywoodiasing re uir el Were aw•tlryvnp(BC). ^.✓C l� DATE: 6/18/2016 the overall structure h the roeponNbNN of the building designer. 3.Di Impact bdtlgMg or lateral brodng required wMre shown�• SEQ.: K2092245 4.Ne lead should be applied to any component until after all bracing and 4.InstalnioeofttussNthe trusses r mb�eblltyyoftd lc hneepeedoheconacctor. fasteners are complete and at no time should any bade greater than g design beds be applied to any component, and are for"dry condnbn"of use. TRANS I D: LINK 5.compa7metree no control over and assumes no respenslal N for the 6.Design assumes M bearing at al supports shown.Shim or wedge if EXPIRES: 12/3.112017 hbrtcetlen,handling.shipment and ln.talletbn of components. 7.Degn assumes adequate drainage I.provided. June 20,2016 6.This design Is furnished aubpa to the limitations set form by B.plates shall be bested on both faces of Is,..,and placed.e their center TPWITCA In SCSI,sepias of which cell be Nmlelled upon request. Ines coincide with Joint center lines. 9.Digits indicate We of plate In inches. MITek USA Inc,/CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311.ESR•198e(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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/ 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 primi REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" 4 I MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12.00 7 Design conforms to main windforce-resisting 3 -/ 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, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti c 0 0 I ,ollifill/OP-A- P' u 0 o f 4 M-3x4 l 1 l• 1-00 2-00 (PROVIDE FULL eEARI NG;Jts:2,9,3 I ����� P R O. :9200P r- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - GJ1 Scale: 0.6558 `'■/ WARNINGS: GENERAL NOTES, urIc,.otherwise soled: OREGON �lj Truss: GJ 1 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 t and Warnings before construction commences. building component.Applicability of design parameters and proper �P `/� 2.204 compression web bracing must be Installed where shown 0. incorporation of component h the responsibility of the building designer. / 2.' . r.. 3.Additional temporary bracing to Insure debility during construction 2.Design"comes me top and bottom chords to d laterally braced at +�,/ 1�{ L 1 Is the responsibility alba erector.Additional permanent bracing of 2oontinuous o c end at 1 P o.c.respectively unless braced throughout malt length by R IO- DATE: 6/18/2016 me overall structure h the responsibility of the building designer. 3.W Impact bridging orr lateral bra reqsuch as plywood uired where shown•drywal(BC). SEQ. : K2 0 9 2 2 4 6 4.No bad should be applied to any component until ager all bradng and 4.Installation of=mas la the responsibility of the respective connedoc fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID. LINK damp"loads beapplied toany component. endeefor^aryconanion of sae. 5.CompoTrus has no control over end assumes no responsibility forma 8 neceDealwassumes fug beating et al supports shown.Shim or wedge If EXPIRES: 1 2131/2017 fabncation,handling,shipment and Installation of components. ry. 7.Design aawmea adequateonbothlfa e es of truslse June 20,2016 8.This design h furnished subject to the limitations of forth by 8.Plates shah be located on both laces of coo,and placed w their comer TPNNICA In BCS(,copes of Mitch will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate edef pleb Ininches. MiTek USA•Inc./Cam uTrus Software 7.6.7(1L)-E 10. Forbasic connectorpieta design Muss see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-00-08 MONO HIP SETBACK 9-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DD£/Cq=1.00 TC: 2x9 KDDF 1416BTR 19-00-08 GIRDER SUPPORTING 20-05-00 FROM 8-03-00 TO 19-00-08 1- 2=( 0) 84 2- 9=( -818) 3538 9- 3=( -666) 3334 6-13=(-2196) 560 BC: 2x8 KDDF #163TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-5218) 1150 9-11=(-1514) 6698 9- 4=(-9586) 1060 13- 7=( -800) 3678 WEBS: 2x4 KDDF #16BTR; 3- 4=(-3538) 828 10-12=( -54) 236 4-11=( -440) 2866 19- 7=( -198) 1194 2x6 KDDF #16BTR A LOADING 4- 5=(-6800) 1570 12-13=(-1180) 5302 10-11=( -466) 2822 7-15=(-5532) 1278 LL = 25 PIF Ground Snow (Pg) 5- 6=(-5632) 1326 13-14=( -708) 3086 11-12=(-1110) 5024 15- 8=( -128) 88 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-5142) 1206 14-15=( -708) 3086 11- 5=( -556) 2906 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 30.0)= 105.0 PLF 4'- 0.0" TO 19'- 0.5" V 7- 8=( -66) 82 12- 5=( -54) 606 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 19'- 0.5" V 12- 6=( -666) 200 ------------------------------ -- --- BC UNIF LL( 230.2)+DL( 189.2)= 414.4 PLF 8'- 3.0" TO 19'- 0.5" V NOTE: 2X4 BRACING AT 29"OC UON. FOR BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 40.0)= 140.0 LBS @ 9'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) - @@ADDL: BC CONC LL+DL= 2353.0 LBS @ 7'- 4.5" 0'- 0.0" -891/ 4107V -96/ 166H 5.50" 6.57 KDDF ( 625) 19'- 0.5" -1291/ 5415V 0/ OH 5.50" 8.66 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'C OND.2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10 PIF LIVE LOAD. TOP BOND. 2: Design checked for nett-7 osf) uplift at 24 "oc spacing. Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 nails staggered: MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.067" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" 9" o n 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = 0.053" @ 7'- 5.8" Allowed= 0.604" 99" occ in 1 rothroughout 2x6 websthroughout 2x4 . (�HANGER BY OTHERS TO APPLY MAX TL CREEP DEFL = -0.144" @ 7'- 5.8" Allowed= 0.906" in row(s) CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.015" @ 18'- 9.0" MAX NORIZ. TL DEFL = 0.031" @ 18'- 9.0" Design conforms to main windforce-resisting 3-11-11 7-05-02 �1-10-02 5-09-09 system and components and cladding criteria. 3-11-11 3-03-05 3-10-05 2-01-10 2-10-12 2-10-13 Wind: 190 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 190# load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 12.00 F77 Q 6.00 Truss designed for wind loads in the plane of the truss only. M-9x6 M-3x10 M-5x10 p� a99 `b�M-5x6 M-4x10 M-1.5x4+ 7 e -, II A al "+ _ I M. o 'o '16`Y / M-5x16 M-3x8 ry 11 T W- 7-\:,, II f+ 10 12 13 14 15 M-5x10 M-4x10 M-4x6 M-3x10 M-4x6 M18HS-12x18+ l l *2353# ), ,, y l 3-10-04 3-07-08 3-09-05 2-03-06 2-07-04 2-10-13 1-00 7-03 ), 11-09-08 y �sc.�,0 pRop.:0`)* ...,. ), k 5 NGI NE.� 0 1-00 19-00-08 y 89200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FH1 ,/-.00,- -. Scale: 0.2979 WARNINGS: GENERAL NOTES, untemethenWse noted: + /'� 1.Balder and erection contractor should be advised of aN General Notes 1.This design isbased only upon the parameters Movmend Isfor anIndividual 7 OREGON 10 Truss: FH1 and Warnings before construction commence.. building component.Applicability of design parameters and proper I. 4, Design assumes 'fiD` 2.254 compression web bracing mss be Installed where shown e. Incorporation of component le me reresponsibilitymthe banding designer. /Q "q 7.4 2P '4" 3.Additional temporary bracing to Insure stability during conatmctiun 2. mmas the top and bosom chords to be laterally bawd at ` le the responsibility of the erector.Additional permanent bracing of 2'o.c.end e1 10 a.c.respectively lineae braced throughout their length by � �t 1 V. continuous sheathing such as plywood ng(TC)and/or drywall(BC). R' DATE: 6/20/2016 the overall structure its the responsibility of building designer. 3.2.Impact bridging or lateral racing required Mum shown 0+ SEQ.:. '700'))4 7 4.Ne load should be applied to any component anal after all bredng and 4.Installation of Mesh.the responsibility of the respective contracto, fastener.are complete end at no time should any loads greater than 5.Design scrum..trusses are to be used In.nonmorroeroe environment, design wag.be applied to any component. and are for dry condition of use. TRANS I D: LINK 5.campaT u.he.no contra over amine.no responsibility for the 8.Design names NN bearing at al supports shown.Shim or eedga if EXPIRES: 12/31/2017 necessary. r� .l�+ hbrwatsn.i.hendling.shipment and installation of components. 7.Design assumes Mediate drainage is prodded. June 20,20 I V B.This design is furnished sub)ed to the limitations ad forth by B.Plates shah be located on both faces of hum,and placed eo their center TPIWTCA In SCSI.sepaa of which coil be furnished upon request. Ines coincide with Iolnt center lines. g.Digits Indwate Cl..of pate In inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector pate design values me ESR-1311,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 69 2-4=(0) 0 BC: 2x9 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) 9'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" 1' MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.7" Allowed = 0.147" MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" 12 MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 12.00 V MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -I Design conforms to main windforce-resisting system and components and cladding criteria. 0 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=l.6, ti End vertical(s) are exposed to wind, 1 Truss designed for wind loads vr in the plane of the truss only. 0 I / N S3 O 1 0 .41 F 11111. 114 M-3x4 l y y 1-00 4-00 IPROVIDE FULL BEARING;Jts:2,3,4 E0 PROp0 4t` , 89200PE r- - JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FJ1 Scale: 0.6558 1.-.-- "'� WARNINGS: ".... Bulder O.ml.e is uMeoponherwise theparmbd 7 OREGON 1.C! Truss: FJ1 1.and Warnings dntrador should be advised of all General Notes This design is Wised ony upon the parameters shown and is for an Wiv due and Wemings before construction commences. building component.Applicability of design parameters and proper d 2.204 compression web bredng must be installed where shown.. incorporation of component Is the responsibility of the bulking designer. '...0 " 11 �F�� ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom drones to be laterally bread al / V 14 0P M the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10 o.c.reapectNely unless Maud throughout tisk length by DATE: 6/18/2016 tris overall mudure k the rebuilding eyns,. continuous sheathing such es pbwrogd sheathing(TC)and/or drywaa(BC). M,eR F 1 t eponnbmy of the de 3.In Impact bridging or lateral bracing required where anoxn•♦ L. SEQ.: K2 0 9 2 2 4 8 4.No load should Na applied to any component until ager all bracing end 4.Installation Minns Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design eeeumes Irusaaa era to be used in a noncorroets environment, TRANS ID: LINK design loads beappkedtoany component. and are for'dry condition.ofuse. 5.CompuTrus has no control over and assumes no respnnsibillty for the 8.Design�aswmes NA bearing Mall supporis Mown.Shim or wrdge if EXPIRES: 12/31/2017 d. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. U ne 20,2016 8.This design is furnished added to the limitations set fort by 8.Plates shell be located on both fade abuse,and placed no their center TPLWfCA in BCSI,copies of Mich vAl be furnished upon request. Inas coincide with joint center lines. MiTek USA Inc./CompuTru6 Software 7.6.7(1 LSE 9.Digits Indicate ala of plate in inches. 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 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x9 KDDF #16BTR 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 SORE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067^ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 3 -1 MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" '' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 12.00 17 Design conforms to main windforce-resisting 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, .-i Truss designed for wind loads I in the plane of the truss only. .r 0 xr M o I c N 0 M-3x4 .jr l l 1' 1-00 2-00 1-11-11P( (�y 'PROVIDE FULL BEARING:Jts:2,4,3 I 4��� "'0p`h co � NGiN �,9 s/©ry�. 89200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - GJ2 .---Scale: 0.5669 '� ►. 1.WARNINGS: OThis deNOTs unless upon the aramete ' OREGON (i 1.Bolder aha erection wnlredor should be advleed of all General Notes 1.Thle design Is based only upon the parameters shown and le len an individual OREGON M K✓ Truss: GJ2 and womb ga before construction commences. building component.Applicability of design parameters and proper ,// • 2.294 compression Nab bradng mud be Installed where shown a. Incorporation of component la the roepondbAlty of the building designer. ,� -7 Y '�(�, 2�� (+a"k- 3.Additional temporary bracing to Insure debility during construction 2 S Design and 1 s the top and bottom chows b be laterally braced at `- by Is the ro siblety of the wed°,Add Blond permanent bracing of T continuous antle t P o.c,Kroh as unless braced throughout rtdryeir length). 44,R R I LV spun permans continuous at 10'o.g such as ptytwod aN cad throughout end/or drywen(BC). DATE: 6/18/2016 the overall do tore Is IM roependblllty of the building designer. S.2x Impact bridging or lateral bradng required where Mom)++ SEQ.: 2 0 9 2 2 4 9 4.No load should be applied to any component ode after an bradng end 4.Installation of Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than B.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied toany ver.ndcomponent. aeand gna.wmes condition. g• 5.Compu7rus hes no control over and assumes no reepnnsibility for the 8.Design u8 be. a8 supports d eNn.Shim or wed if EXPIRES: 12/31/2017 wry. fabrication,handling.Mipmant and installation of components. 7.Design assumes adequate drainage is provided. June 20,20.I 1 6 8.This dedgn Is furnished subject to the limitations eat forth by 8.Plates shall be located on both feces of truss,and placed so their center TPLWTCA In BCSI,copies of which will be fumlehed upon request. Ines coincide with joint center lines. indkde sire of e g,Digits Inches. MiTek USA,Ina/CompuTrus Software 7.6.7(1L)-E 1I.For basis connector plate dadgn values see ESR-1311,ESP-1388(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-106) 92 ( ) 0 3-9=( 0) 0 TC LATERAL SUPPORT <= 12"OC. VON. 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/ 141V 0/ OH 1.50" 0.18 KDDF ( 625) 9'- 0.0" 0/ 95V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 3_11_11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" IMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" 4 -,i MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002" MAX TC PANEL LL DEFL = 0.034" @ 2'- 2.0" Allowed = 0.291" 12 MAX TC PANEL TL DEFL = 0.032" @ 2'- 2.0" Allowed = 0.437" 3 12.00 V MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" (6) 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ti (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, o End vertical(s) are exposed to wind, I Truss designed for wind loads s" in the plane of the truss only. rt 1 I " o O o 15 M-3x9 1 1 1 1-00 9-00 (y 'PROVIDE FULL BEARING;Jts:2,3,5 I �� P Fi OF n c. .17 Lt. 4:92.00P c JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FJ2 Ago/PP Scale: 0.5501 KIM � WARNINGS: GENERAL NOTES, unessothervess noted Imo..4� I�;s �'w ` 1.Builder end erection conlrador should be advised of e9 General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 7I 4"QI"IElv1O'y t, Truss: FJ2 and WamIngs before construction commences. building component.Applk,blgy of design parameters end proper L^ 2.2x4 compression vveb bredng must be Installed where shown.. incorporation of component le the roepanstbABy or the building assigner, d 191.., ^'(t 3.Additional temporary bracing to Insure daddy during construction 2.Design assumesihs top sne bottom dards to be laterally braced et ,� 7 't 4 •�+,V.(']� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1G o e respectively unless braced ihmughod their length by v - DATE: 6/18/2016 the overen structure Is merecontinuous sheathing ersueras.dng required wneresnner s tlryvnA(BC). -R/ ['J'��. sp°,Addyofthent/nesgt bracing 3.2xImpactbsheathor Isteolbrednbreq/the whereshe contractor. fasteners R SEQ.: K2 0 9 2 2 5 0 4.Be bed should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses ere to be used Ina non-conoene envimnmem, TRANS ID: LINK design beds be applied to any component. and are for"dry condien•of use. 5,Compurrue has no control over end assumes no responsibility for the B.nDesign assumes turd bearing at ail suppose Hawn.Shim or wedge If EXPIRES: 12/31/2017 f,brkalion,handling,shipment and Instaletion of components. ecessery. 7.DeNgd. S.Thh design Is furnished subject to the limitations set forth by B.Plaesnshag be locatedadequate on both facesassumes drainagelof truss, placed so their center June 20,2016 TPWVICA a SCSI,copes of which end be furnished upon request. linea colndde with joint comer line. 9.Digits Indicate We of pee In Indus. MITek USA,Ino./CompuTrus Software 7.6.7(11}E M.For bask connector pee design value.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-301) 251 3-9=( -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 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" -19/ 325V -92/ 231H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -181/ 262V 0/ OH 1.50" 0.34 ROOF ( 625) 3'- 9.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -99/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=1/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002" �� 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" MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 12.00 7 Design conforms to mai n windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, y, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I) load duration factor=1.6, (I d, End vertical(s) are exposed to wind, o Truss designed for wind loads I so in the plane of the truss only. 0 N 1 10111111MMEMMEMMEMOM _,I o M-3x4 1-11-11 9,0) PROFe y 1-DO y 4-00 (PROVIDE FULL BEARING;Jts 2 3,5,4y I P�4:(- 619 '. 1. 44 11 89200PE r' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FJ3 A4100,0,1;0°-. ., r Scale: 0.4459 '� _ Cr 1.Bald.,e GENERAL Nb, unless on to ise pmnoted. �r_ OREGON 4I- 1.Builder and erection antndor McDaid be advised of all General Nates 1.lure design o bated only upon the perimeters shorn and b for an Individual ✓ OREGON l�V�Y 4/ Truss: FJ3 andvuamings before construction commences. building component.Applicability of design parameters and proper �/ r� 2.2r4 compression web bracing must be Installed where shown+. incorporation of component is the rosponstbpa0 of the batching designer. <6'7'4' 6 -7' 14 2LV 4 7.Addaonel temporary bracing b Insure Medley during construction 2 Design manes the top and bosom chords to be laterally brecetl at `GJ Is the ro Misty of the erodor.Additional permanent bracing of 2 tea and al hes hin rsuchaNety anode braced throughout their langur by M1P R 11.,. eDonsi continuous sheathing such e.plywood msalhlnp(TC)and/or drywaA(BC). DATE: 6/18/2016 the overall druduro Is the responsibility of he building designer. B.a impact bndgmg or lateral bracing required where mow„++ SEQ.: K2092251 4.Ne load should be applied to any ssmpansnt ansi ella,all b,adng and 4.Design ltionwaft..waath.remab�l»efth in e�respective corrosive ntaolen. (Menem are complete and at no time should any loads greeter than ment, and re for^dry aendalon.of use. TRANS ID: LINK design bade be applied to anyamponanl. 6.Design assumes full bearing etall supports shown.Shim orwedge:t EXPIRES: 12/31/2017 6.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,stlpresnl and Installation of components. 7.Design assume.adequate drainage is provided. June 20,2016 9.This design is furnished edged to the Ilmaalbna set forth by B.Plates shall be bated on bath tans of truss,and placed so their center TPIM/FCA In SCSI,sepias of which will be furnished upon request. Was coindde with joint anter lice. 5.Digits Indiale sire of piste In inches. MITek USA,Inc,/CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-160) 146 4-5=(-255) 239 4-1=(-149) 82 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=( -15) 7 1-5=(-200) 225 WEBS: 2x9 KDDF STAND S-2=(-172) 160 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 = 95.0 PSF 0'- 0.0" -24/ 185V -99/ 143H 5.50" 0.30 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 3'- 10.5" -89/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I✓OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.027" @ 1'- 8.7" Allowed = 0.239" MAX TC PANEL TL DEFL = 0.024" @ 1'- 8.7" Allowed = 0.358" MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.0" MAX HORR. TL DEFL = -0.001" @ 3'- 5.0" 3-06-12 0-03-12 1 1' 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 F7 Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWPRS(Dir), load duration factor=1.6, M-1.5x3 3 End vertical -/ (s) areexposed to wind, Truss designed forwind loads in the plane of the truss only. ol 111I 1 II M-3x9 i rn 14411111 1111 0 a �o N I oo0 1 f I16 .� 4 ** ** 5 M-1.5x3 M-3x4 l l 3-10-0e '�c-�cO PHQE ss 89200PE fir.- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FJ4 ,4000. " Scale: 0.9659 -. sowommo �r WARNINGS: GENERAL NOTES, cent..dherwia noted' VP • Truss: FJ 4 I.Balder and erection contractor should ' ► 40 d be advised of al General Notes 1.This design A based only upon the parameter.shown and Is for an individual �1�"" and Warnings before construction commence.. building component.Applicability of design parameters and proper � �N 2.224 co yrmidon web bradng must be Mailed where shown*. incorporation of component Is the responsibility of the building designer. *✓� 1� (T 3.Additional temporary bowing b insure stability during construction 2 Design.sense the lop end bottom Morris to be laterally braced d F 14 W �� lathe responsibility of the erector.Additional permanent bracing of T c.c.and et 70 o.c.raepedNety unties brecod throughout their length by AI �FI �� DATE: 6/18/2016 the overall nsib is he responsibility A my onal building continuous sheathing such a plowed sheathing(TC)and/or drywaNBC). -• designer. 3.22 Impact bddgmg or lateral bracing required where shown.* SEQ.: K2 0 9 2 2 5 2 4.No load should be applied to any component until ager all bracing and 4.Installation Whin Is the responelbg8y of respective contndor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-cormeNe environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of me, 5.CompuTr a has no control over end assumes no reeponsibiEy for the 8.Design a.scene.NA bearing at all supports shown.Shim or wedge if 1 EXPIRES: 1n.fry /vy 01 7 fabrication,handling,shipment and instelktion of components. 7.Design assumes adequate drainage k provided. June 20,2016 £/:il Gil 8.This deelgn Is furnished added to the limitations at font by 8.Plates shall be located on both feces of truss,and placed ea their center TPIMRCA in SCSI,codas of which will be furnished upon request. linea coincide with Joint center Ines. MITek USA,Inc./Com u7rua Software 7.6.7 1 L E S.Digits indicate sive of pleb in Med ( )- IN.For basin connector plate design values see ESR-731 t,ESE-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 129 5-6=(-259) 246 5-2=(-403) 161 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-166) 144 2-6=(-205) 227 WEBS: 2x9 KDDF STAND 3-4=( -15) 7 6-3=(-170) 169 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. 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 POE 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TC PANEL LI. 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 f ' f MAX HORIZ. LL DEFL = -0.001" @ 3'- 6.5" MAX HORIZ. TL DEFL = -0.001^ @ 3'- 6.5" 12 8.00 F.7 M-1.5x3 q -/ Design conforms to main windforce-resisting A 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. N n1 0 ,d, f I t` 0 I 5�� 6 M-1.5x3 M-3x4 l l 1 1-06 4-00 4W) PROF4' 89200PE re JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FJ5 :/ /1 ,.,... .." Scale: 0.5013 ;� 40 t I.WABuilder GENERAL gn B ung ap Upon parametse ers 7 q OREGON f' 7.Budder antl endhneomrodoraholdbenceMdof all General Notes 1. basedThiodeaconbonlyupon the p design gra shown and bfor enIMlvldwl OREGON�.+�.7 V,Y 'W/ Truss: FJ5 and dentines before eenanua on commences. bmlmne onofcocomponent.Applicability of r design parameters end doper a d� 2.2x4 eompremion web bradng must be Installed where shown+. incorporation of component!stn..responsibility of the building designer. <Q 'i y A (1 A,y� 3.Additional temporary bracing to Mire stability during mnstrudlun 2.Design assumes the top end bottom drone to be laterally throughout0,.:bracest Y' 4 CTA Ia the responsibility of the erador.Additional permanent bracing of 7 ntinc.ark et ea10'h.c.eloh as ptyely unless braced(TC)ad/their length by /l7 1)R 1�.., continuous d g:ng et sueh as acing re airedsheathere shown a C drywaA(BC). /,(� DATE: 6/18/2016 the overall structure lathe reaponstmlry of the building designer. 3.2x!mad brtaghg or lateral bracing required where ++ SEQ.: K2092253 4.No load those beapplied teany component until after all bredngand 4.Installation llatonuofbuss sibb. spoesibStyoftd In h nee�drrorv.n actor. 'Menem ere complete and at no time should any loads greeter thanDesign deco hese be appliesto.nyeomponea and are hr^drycondion•of use. TRANS I D: LINK s.compur u.has no control over and assumes no responsibility for he 8.Design assumes MI bearing at all supporta shown.5hlm or wedge If EXPIRES: 12/31/2017 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is prodded. June 20,2016 8.This design Is famished subject to the limitations set forth by 8.Plates.hal be located on both facet of truss,and placed so their center TPIMRCA In SCSI,copies of which will be fumlehed upon request. linea coined*with Joint center line. g.Digits indicate Mrs of plate in Inches. M)Tek USA Inc./CompuTrus Software 7.6.7(1L)-E IC.For bask commie plate design values see ESR-7377,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-9=(0) 0 BC: 2x9 ROOF #16BTR 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 ROOF ( 625) 1'- 9.2" -36/ 28V 0/ ON 5.50" 0.04 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 99V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL im.mmI REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" 'f '1' MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12.00 V Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 190 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, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. vp0 N lh /- 0 N O / y ), l 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I [� •CVPV pk" • G616' N � /oG # 2p 89200P r- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - FSJ1 , /�� Scale: 0.6558 WARNINGS: GENERAL NOTES, unteUpon the ise parameters ` �OREGON 1.Buller and median contractor should be advised old General Notes 1.This design is based only Upon me parameters shown and Is for en individual 11 OREGON V'V Truss: ES J 1 and Warnings before construction commences. building component.Applicability of design parameters end proper �} 2.2a4 compression web bracing must be Installed where shown 5. Incorporation of component is the responsibility of the building designer, I'O '7 1 4 2 \ id** 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chortle to be laterally breast al ,a fi by is the responsibilly of me erector.AddMonel permanent bracing of T o end at IC,sin.each as ply plywood union.sheathing(TC) throughout mak length). (Ip `R I I� DATE: 6/18/2016 the overall structure Is the responsibility of me building designer. 3.continuous. risheathing lateral breeds required where shown+drywng(Bc). �y! N SEQ.: K2 0 9 2 2 5 6 4.No road should be applied to any component until after all bracing and 4.Installation of Truss is the respondblity of the respecehe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ins nencarrosNe environment, design wads be applied to any component. and are for"dry condition.of use. TRANS I D: LINK 5.CompuTros has no control over and assumes no responsibility for the G.Desitin assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Dedgn assumes adequate drainage is provided. JUMP.20,2016 8.This design Is fumished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA In 8051,copies of which coil be Smashed upon request. Anes celneide with joint center lids. a.Digits indicate alae of plate in Inches. Mack USA,Inw,lCompuTrus Software 7.6,7(1L)-E 10.For bade connector Pete design vakes see ESR-1311,ESR-1988(MiTek) 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 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2434) 340 1-6=(-380) 1889 6-2=( -152) 1197 BC: 2x6 ROOF #16BTR 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 RIDE #1&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 8-4=( -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 BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 754.0 LBS @ 3'- 0.0" 0'- 0.0" -249/ 1799V -149/ 301H 5.50" 2.88 KDDF ( 625) Single member as shown. 12'- 1.0" -385/ 2134V 0/ OH 5.50" 3.41 KDDF ( 625) Hangers attached to the bottom chord LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL will have 1.5" max. nail penetration. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7g. ** Fox hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.024" @ 4'- 3.7" Allowed = 0.372" MAX TL CREEP DEFL = -0.073" @ 4'- 3.7" Allowed = 0.558" 4-05-07 3-08-15 3-06-15 0-03-12 MAX HORIZ. LL DEFL = -0.007" @ 11'- 7.5" '1 i' 'f 'i 1' MAX HORIZ. TL DEFL = 0.014" @ 11'- 7.5" 12 M-1.5x3 8.00 1 4 S -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, ExpB, MWFRS(Dir)load duration factor=1.6,eEnd vertical(s) a exposed to wind, Truss designed forwind loads M-3x6 in the plane of the truss only. AilI 0 m 4411111111111W 111111111111111111M ,---, ro o 1 ""- 6 7 8 I o M-5x10 M-3x8 =M-6x6 M-6x8 } +759# r y y 4-03-11 3-07-03 4-02-03 soPROP4 r j ; ' usGjON � /. �12-01 #9. + 89200PE yr JOB NAME : NRT FRENCH 5 PLEX WITH STEP - HGIRD sale, 0.3102 • /y. WARNINGS: GENERAL NOTES, unless otherwise noted: V OREGON 'H�. 1. d Builder and erebn contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and h for an individual Truss: HGIRD and WnMnpabefore consradmncommences. buiwingcomponent.Apgkabiliyofdeegam nperetersandproper L. (% A, 2.a4 compression web bracing mast be Installed where sham*. incorpor.tion of component is me rosponstbgly 0 the building designer. /�^ Y 2. 3.Additional temporary bracing b insure shdlNy during construction 2.Design as the tap and chords to be laterally braced at 'w/ L is the nsponelbINIy of the erector.Addplonal permanent bracing of 22o.c.and at ee a,c,respectively unless braced throughout their length by DATE: 6/18/2016 the overall structure e N the responsibility minuous sheathing such as a*woodcing sheathing(TC)andmr drywall(BC). 'P71:1 1:]I\ k of the building designer. a 2i Impact bridging or lateral bracing required vtiere shown+* S�Tl L.+ SEQ.: 2 0 9 2 2 5 7 4.Na load should be applied to any component until after all bredng end 4.Installation of truss Is the respensibNEy of the respeHNe conkedo, fastener.are complete and at no time should any loads greater than 5.Design sesames trusses are to be used in s non-corrosive environment, and are for'dry condition"of use. TRANS ID: LINK design loads be applied to any component. 8.Design assumes full bearing et all supports shown.Shim or wedge if 5.CompuTrua hes no control over and assumes no responsibility forme EXPIRES: 12/31/2017 tebrication,handling,shipment and lnsistlelion of components. 7 Design manes adequate dralnape Is provided. June 20,2016 6.This design N furnished subject la the limitations set bit by 8.Plates shall be located on both faces of buss,and placed so their center TPIPNTCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.MiTek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connectoigits indicate size r plate designta in igal values sea ESR-7377.ESR-1988(41Tek) 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 IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #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 [(DIF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2754) 492 7- 8=(-1062) 6862 7- 3=(-3922) 666 WEBS: 2x9 KDDF STAND; 3- 4=(-6532) 1156 8- 9=(-1072) 6944 3- 8=( -264) 1850 2x9 DF STAND A LOADING 4- 5=(-2696) 482 9-10=(-1072) 6944 8- 9=( -382) 886 LL = 25 PSF Ground Snow (Pg) 5- 6=(-3844) 676 10- 6=(-1244) 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 4-10=(-4134) 698 BC LATERAL SUPPORT <= 12"00. 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 BC UNIF LL( 431.2)+DL( 345.0)= 776.2 PLF 0'- 0.0" TO 9'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -709/ 4010V -2000/ 2550K 5.50" 6.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 2.0" -709/ 4010V -2000/ 2000H 5.50" 6.42 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords, 6" o in 2 row(s) throughout 2X6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.038" @ 3'- 8.2" Allowed = 0.275" MAX TL CREEP DEFL = -0.082" @ 3'- 8.2" Allowed = 0.412" MAX HORIZ. LL DEFL = -0.012" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.020" @ 0'- 5.5" l 1-00 / /7-02 1-00 f I 1' ICONS. 3: 2000.00 LBS SEISMIC LOAD. 1-00 2-04-11 2-06-07 2-02-15 1-00 Design conforms to main windforce-resisting 1' 1' 1' 1' '( 1' system and components and cladding criteria. 12 12 12.00 12.00 Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2r Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. M-5x6 M-3x8 M-3x10 M-5x6 2 3 4 5 > \ o - I I I 1, u 1A o 1 1, 7 8 9 10 ? .6 0 0 M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 ":-.M-6x6 1 l b l l l 1-03-08 2-04-11 2-02-15 1-11-07 1-03-08 J• 9-02 ���EC) PF{op 89200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - EH1 PAI00!' Scale: 0.499110 /..� WARNINGS: GENERAL NOTES,of wises otherwise noted: OREGON �'i4 1.Bulger and erection contractor should be advised al h General Notes 1.This design based only upon the parameters shown and is for an Individual Truss: EH1 and Waminge before anstmafon commences. building component.App1ab114 of deign parameters and proper 2.2s4 compression web bracing must be Installed where shown e. Incorporation of component la the raeponsiblity of the building designer. /� 1 yI ('t�" �$� 3.Additional temporary Enebg to Insure stability during construction 2 Design assumes the top and bottom chords to be IaterelN braced at '(,/ G is the reeponslblNN of the erector.Additional permenen EracIng of 2'continuous ant at 10 0 o rs such es ply unless braced(TC)a df their length(b41'67i R10- DATE: 6/18/2016 the overall etmdure Is the responsibility of the bulWing designer. 9,Impact Ridging ortteetNng ouch es plywood required sheet where own•drywaA(BC). 3.zs Impact badging or leterol brodng requlrod where Mown+. SEQ.: K2092258 4.No bed should beapplied teany component until after all bracing and 4.InshlstionofSuss Isthe responsibility ofthe respective contractor. fasteners ere complete and at no time should any loads greater than N Design esoumea trusses are to be used In a nencorm&ve environment, design bade be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 8.Des enowme.NIbearingetalwpports.noww.Shlmorwedgeu 5.CumpuTnnhas acoMrolover and eesumesnoresponsibility for the necessary. EXPIRES: 12/31/2097 fabrication,handling,ehipment and installation of components. 7.Design assumes adequate drainage is provided. 6.Thio design Is furnished NORM to the limitations set forth by 8.Plates shall be bated on both fess of truss,and placed so their center June 20,2016 TPEWTCA in SCSI,aples of which vat be/wished upon request. Ines coincide with JoIM anter lines. 9MiTek USA Inc./Com uTrus Software 7.6.7 1l E o Fe,Digb malate stye of Pieta In igches. P ( 1.Dorbeakate else r1 potdesign values sea ESR-1311.ESR•1 geB(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14RTR LOAD DURATION INCREASE = 1.15 1-2=(-39) 89 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 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 IL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 12 TOTAL LOAD = 45.0 PSF 0'- 0.0" -72/ 261V -21/ 79H 1.50" 0.92 KDDF ( 625) 12.00 17 0'- 11.2" -14/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PIP 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6^ Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001^ @ 0'- 5.6" Allowed = 0.040^ MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" "10°1111HFriljM'H,2 Design conforms to main windforce-resisting system and components and cladding criteria. m� Wind: 140 mph, h=19.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 'D (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), 0 Iload duration factor-1.6,'� End vertical(s) are exposed to wind, A- Truss designed for wind loadsPTin the planeof the truss only.o 1 in o I M-3x4 4$1O !"R 0p.-� J• 1-00 l 1-00 l ����� rC�GiwE. cS/,0. !PROVIDE FULL BEARING. I :92O0P Aiir JOB NAME : NRT FRENCH 5 PLEX WITH STEP - EJ1 Scale: 1.0758 i ,!/ /y WARNINGS:aldsrO.This GENERAL NOTES, octan on hevparamed 7/ OREGON ,\tIP �. I.Builder and erection contractor Mould be advised of a/General Notes 1.This design is basad only upon the parameters shown end Is for an individual L'' �'( yv_ Truss: EJ1 and Wamhga before construction commences. buckling componentApplicability of design parameters and proper ♦Vs 2.2s4 compression web bradnp must be Imtsllad where shown.. Incorporation of component A the responsibility of the building designer. <0 '1 1 4 f)°` �4 3.Additional temporary brachp to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced N V ` L ength by is the responslbilty of the erector.Additional permanent bracmg of a ntinc.end et f a hn.saoh es ply wood s braced ll)throughout their sfl)B). � 1111. - DATE: continuous sheathinginor such l b sting re uir sheathing(7C)s and/or drywaR(BC). e'/ 6/18/2016 the overall structure le the reapondelny of the building designer. 3.zw Impact bridging or lateral brsang required wince shown.. SEQ.: K2092259 4.No load should be applied to any component 0n5l after all bradng and 5.4. alationoofttrsWssthhear.�mwblityem•�s�anow.nractor. fasteners are compete and at no time should any loads greeter thanDesign used design loads be applied to any component. end are for'dry condition"of use. TRANS I D: LINK 5.Compares has no control over and assumes no responsibility for the e.Design assumes NI bearing at el supports Mown.Shim or wedge if EXPIRES: 12/31/2017 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. June 20,2016 8.This design is furnished subject to the limitations eat forth by 8.Plates shall be located on both faces or buss,and placed so Meir center TPIMRCA in SCSI,copies of which coil be fumislted upon request. Ines coincide with joint center lines 9.Digits Indicate sloe of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see EBR-1371.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-38) 51 3-5= 202 38 (- ) 131 BC: 2x4 KDDF #16.BTR SPACED 29.0" O.C. 2-3=(-83) 70 WEBS: 2x9 ROOF STAND LOADING 3-4=( -7) 3 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PDF 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/ 421V -23/ 71H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -40/ 261V 0/ OH 5.50" 0.92 KDDF ( 625) ,'' For hanger specs, - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPDF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.070" @ 3'- 0.6" Allowed = 0.332" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.098" @ 3'- 0.6" Allowed = 0.498" f 1' MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, ilt Truss designed for wind loads in the plane of the truss only. uo ...... 1111111111111111111111111111 N I m0 N CD 1 2�� A6 9 o M-3x4 M-1.5x3 5-08-04 0-03-12 y l y 1-00 6-00 Sk0PROp&t, 06,1 `co I '4 4. 89200PE v1 " JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Pl Scale: 0.5771 WARNINGS: GENERAL NOTES, udeas otherwise noted: •,! Cr Builder and erection contractor ractor should bd e advised of oall General Notes 1.This design Is based only upon the parameters shown and is for an Individual 'f7G OREGON Truss: P1 and Warnings beforeconstruction commences. building component.Applicability of deign parametersand proper 41),- A 2.2x4 compression Web bracing must be Instalbd where shown+. Incorporation of component Is the responshABy of the building designer. �Q "7 1- '14 '40\ - 3.Additional temporary bracing to Insure stability miring construction 2.Design assumes Ms lop end bottom ace ionawd to be laterally bread at F (� la the reponcblfy of the eredor.Additional permanent bracing or 7 o.c.and et hes o n.cud,..ply sed.sheathing(TC) (TC)an throughout their d,y,ee length "E -'1 RIO- `_ DATE: 6/18/2016 the overall structure la the m eo tensa sheathing Wenesecing required w.re sew,, dryweA(Sc). .poncbuny neat bullets ill bred. s.tn Impact bet tna or lateral bowing required same neaps mown+e S EQ.• K2 0 9 2 2 61 4.No had should be apWied to any component untn ager all bradng and 4.InstaNathn of truss Is the responsibility of the reepedNe contractor. fasteners are complete and at no time Mould any mads greater than 5.Design assumes trusses are to be used Inc non-corroeroe environment, TRANS ID: LINK design loads be app IIdtoenycomponent. and are for"dry condition"elsee. 5.CompuTnro Ms no control over end assumes no responsibility for the S.Design assumes Ng bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 hbrketlen,handling,shipment end Installation of components. necessary. T. hall eladedenboe thifaceNWussed.n June 20,2016 6.This tlestn.Is furnished shipment Wbent hint limitations est lank by 8.Design Plates shaall be hated at both laces of trues,and planed b their center TPIANTCA In SCSI,copies of Which WA be furnished upon request. fines colndde with joint center tins. MITek USA Inc./Com uTrua Software 1 L 7.6.7 9.Digits Indicate ads of plate In Inches. P ( )-E to.For basic connector plate design values we ENR-1711,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=(-521) 255 5-6=(-415) 421 5-1=(-872) 324 3-7=(-202) 196 BC: 2x9 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 2x9 KDDF #1&BTR A LOADING 6-3=(-410) 255 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 BEARING MAX VERT MAX HORZ BAG 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) LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -143/ 919V 0/ OH 5.50" 1.47 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I0ND. 2: Design checked for net(-7 psf) uplift at 24 floc spacing. VERTICAL DEFLECTION LIMITS; LL=L/360, TL=L/240 MAX LL DEFL = 0.016" @ 13'- 9.4" Allowed = 0.650" 7-01-01 13-03-15 MAX TC PANEL TL DEFL = 0.057" @ 9'- 11.0" Allowed = 0.763" MAX HORIZ. LL DEFL = 0.005" @ 20'- 3.2" 7-01-01 6-07-06 6-08-09 MAX HORIZ. TL DEFL = 0.007" @ 20'- 3.2" f ' ' 1' 1212 IIM-4x4 Design conforms to main windforce-resisting 8.00 17 Q 8.00 system and components and cladding criteria. 4.0" 2 ,f,/ Wind: 190 mph, h=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (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 IIII in the plane of the truss only. 7 M-3x9 -3x9 f a IAhi3x4 co M-1.5x3 M-3x8 0.25" M-1.5x3 M-5x6(S) l l 1 l �9,' ,O P R OF4- 7-01-01 6-09-02 6-06-13 NGtN, �� �/0 ) l 20-05 ' 89200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - I1 Scale: 0.1959 '',IP Ct. �. .WARNINGS:Solder NOTES, iseo.and erection contractor siwulo be advised of.l General Notes 1.This dodge Is baud only upon the parameters shown and is for an individual V flG4'j V'V\ to Truss: Ii S and Warning.before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing moat be installed where shown.. incorporation or oompon.nt is iho reyansiblm of be building designer. /O '9}" .�4 9•P P-•t.. 3.Additional temporary bracing b Insure stability during construction Z Design...times ms lop and bottom cholla to be laterally tomcod 056at IA�/j� R 0,0 re.pondbgty of the.rodor.Additional permanent bracing of nontinuou.shieathing arch es pllyvood eheathinunleas limedg(TC)and/ooughout r�d,ywallBClength). "•�:R. %Lk DATE: 6/18/2016 the overall amchee Is the responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shown•• SEQ.: K2092262 4.No load should b.applied toany component until after all bradnBand 4.Intallationofm,waw..emw�eiem.m�roaenontadve oot.nem, Wieners are complete and at no time should any loads greater than g5 assumes TRANS ID: LINK design lords be applied m any component. B��roror"sin Nibanf i.Xw supports shim or wedge u 5.CompuTnd has no control over and.eeum.s no re.penalbem for the ;scary. oar g• �° EXPIRES. 12131/2017 rya fabrloetlon,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. June 20,2016 8.This design is fundah.d eubjed to the limitations set forth by B.Pietas shag be located on both faces of Irose,and placed so their center TPPWPCA in SCSI,coplas of wfilch will b.furnished upon request. lines colndde with joint anter line.. 9.Digits Indicate size of plat.in Inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E to.For bask connector plate design value.aee EBR-1311.ESR-7988(MIT.k) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DIF/Cq=1.00 TC: 2x9 KDDF 1(166TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 99 2-10=(-289) 1999 10- 3=( 0) 266 14- 7=(-992) 168 BC: 2x9 KDDF 01&BTR SPACED 29.0" O.C. 2- 3=(-2476) 406 10-11=(-291) 1997 3-11=(-395) 109 7-15=( 0) 301 WEBS: 2x4 KDDF STAND 3- 9=(-2068) 397 12-13=( -4) 20 4-11=(-473) 280 LOADING 4- 5=(-2109) 576 13-14=(-235) 1492 12-11=( 0) 98 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1483) 438 14-15=(-299) 1891 11-13=(-166) 1191 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1940) 405 15- B=(-292) 1893 11- 5=(-299) 1117 TOTAL LOAD = 45.0 PSF 7- 8=(-2459) 415 13- 5=(-157) 679 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 LOCATIONS) SPECIFIED BY IBC 2012. 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) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=1/360, TL=L/290 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.106" @ 11'- 3.5" Allowed = 1.203" MAX TL CREEP DEFL = -0.211" @ 11'- 3.5" Allowed = 1.804" 17-06-15 19-05-01 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.100" T f f MAX TL CREEP DEFL = -0.015" @ 38'- 6.0" Allowed = 0.150" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 f f f f f f ,r MAX HORIZ. LL DEFL = -0.050" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 12 8.00 F77 M-6x8 12 Q 8.00 6 6.0" Design conforms to main windforce-resisting .f'4. system and components and cladding criteria. Wind: 140 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, M-3X9 End vertical(s) are exposed to wind, M-1.5x311 11111 • Truss designed for wind loads >.n the plane of the truss only. M-5x6(5) M-5x8(5) 0.25" 3 10000.25" 7 ark M AI.O o� � N 0 1 10 I 11I-_T O M-3x6 M-1.5x3 N I o isfun M-b5o8 M-3x8 0.25 4 M-1155x3 -M-4x4 ',\ o M-1.5x3 M-5x6(S) o l 1 y y l l 1 l l Q p R Qf 5-09-04 5-07-04 6-02-07 5-09-06 6-07-01 7-00-10 c G96'y l l \0 rN � /01-0611-02-12 25-09-04 1-06 ,S.* 'Yy CI 37-00 89200PE 1-- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - I2 4 /-�'. Scale: 0.1478 -4 .• 010P . - 1NARNINOS: O.ThisdeNOTEb, untaudheeparmete 7 OREGON` Truss: 121anglerand esbeforantradoronco beadvised m.gGeneral Notes milddesign 1p based Apocaupon yhowremsereshown and 1.opan InaNeat and Warnings beers conldin tion commences building component.Applicability of design parameters and proper ya 2.244 oompreddon web bradng mud be insured where drown 4. incorporation of component b the leapondblfty of the building designer. �f /�°�+� 3.Additional temporary bracing to Insure stability during construction 2.Design sasumss the lop and bottom drams to be laterally braced al er� �+ 14 (.^ ,A? Is the reepondblMty of the erector.Additional permanent bracing of 2'o.c.and at gl a c.respectively unless breed throughout their length by - R R. L - `__ DATE: 6/18/2016 the overall tlmdure h the responsibility of the buildingdesigner. continua.sheathing such es plywood sheathing/7C)and/or drywa8(BC). 3.24 Impact badging or lateral bradng required where shown 4 i SEQ.: K2 0 9 2 2 6 3 4.No load should be applied to any component limn after all bradng and 4.Installaten of buss ie the respondbllty of the respective contractor. fadeners are complete and at no time should any loads greater than 5.Design assumes Pusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied any component. and are for'dry condition.of use. 5.CompuTn.has m cormol over and aswmas no reepoalblliry for me 6.Design aaaumes NB bearing at al supports drown.Shim or wedge If EXP I RES, 1 2/31/2017 fabrication,handling,shipment and installation of components. 7.necessary. EXPIRES: L!l} /Gil 8.This design Is furnished aubJed to the limitations set forth by 8.Plates shag be located e amines uon both ate lfaces of nage M Imes,and paced so their center June 20,20 16 TPL NTCA In SCSI,copes of which Al be fumehed upon request, Ines mindde vdth joint anter One. MITek USA,Inc.ICom uTrus Software 7.6.7 1 L E 9.DISK.indicate sire of plats In Inches. P ( )- 10.For basic connector plate design values sea ESR-137 1.E5R-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-31) 34 3-5=(-167) 119 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-69) 49 WEBS: 2x4 RODE STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 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/ 381V -19/ 60H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -33/ 216V 0/ OH 5.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL as For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 pef) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: 11=1/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.031" @ 2'- 8.4^ Allowed = 0.262" MAX TC PANEL TL DEFL = -0.038" @ 2'- 6.6" Allowed = 0.393" 4-08-04 0-03-12 1' 1 1' MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 4.00 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, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N tn I M1 2�� S Io M-3x4 M-1.5x3 l ), 4-08-04 0-03-12 l l 1-00 5-00 ,i1,0 PR OFt ,i NG NE fi, `s�O ts? 892O0PE I- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - P2Scale: 0.5900 ; �la 4_ WARNINGS: GENERAL NOTES, unlessonMrwlw noted 7/ OREGON` �4/ 1.Budder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters Mown and Is for an individual ` \ tel✓ Truss: P2 and Warnings before construction commences. building componentApplicability of design persmeters and proper 2.284 compression web brodng must ba installed where shaven 5. incorporation of component Is Me r.eponsibdly of the building designer. /04 1 4 fl c �"�+.,. 3.Additional temporary bracing to insure stability during construction 2.Design aseu115 ms lop end bottom drone to be laterally braced al t L Is the responsibility of dna erector.Additional permanent bracing of 7 a.c.and et 10'o.c rsapectWety unless braced throughout their length by 6-R R11+- ' arm. continuous Ywatgng such as plywood sheeming(TC)and/or drywal(BC). DATE: 6/18/2016 the overall structure N the responsiblity of the bonding designer. 3.2a tinged bridging Or lateral brodng required where shown•• SEQ.: K2 0 9 2 2 6 4 4.No Toad should be applied to any component ung.ger all bradng and 4.Installation of buss Is the responsibility of the respective aunt edor. fasteners are complete and at no fee should any loads greater men 5.Sedge assumes trusses Sr.to b.used Ina namaorrosive environment, TRANS ID: LINK design wads beappdedtoany componeM. Design assumes g.a. wedge S.ComWTrus has no control over and assumes no responsibility for the 8.Dml b.erin t 1 supports Mown.3hlm or w. It EXPIRES: 1213112D17 necessary. hbrcatwn,handling.shipment and installation of components. 7.Design assumes adequate drainage N provided. June 20,2016 8.This design Is furnished witted to the limitations set fold by 8.plates shall be waled en both feces of Imes,and plead so their abler TPWVECA in BCSt,copes of wbkh nil be Wished upon request. lines alndde with(sOd center tins. 9.Digits Indicate size of plate In mess. MITek USA,Ino./CompaTfus Software 7.6.7(1L)-E 10.For bads connector plate design values sea EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 6'— 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 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=20.2ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), TOTAL LOAD = 45.0 POP load duration factor=l.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads M-1.5x4 or equal at non—structural in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-08-04 0-03-12 T T T 12 4.00 M-1,5x3 3 4 --/ N rn 0 oN 2 N ‘7, 1 -.1111111111111111111111111111111111111111111111111111 0 M-3x9 6 M-1.5x3 l y y 1-00 6-00 <('Skp PR OF.4" AS 444 -7 4t ,9200P <-- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - PGE / ''� , Scale: 0.6146 t[� �� WARNINGS: GENERAL NOTES, untese otherwise noted: I "L 1.Builder and erection contractor ehodd be advised of al General Notes 1.This design is based only upon the parameters shown and le for an indlvldal Truss: PGE and Warning.before consirudbn commence.. bulling component.Appllcahley of design parameters and proper � � 2.2s4 compression web bfedng must be Installed where shown+. incorporation of component la the re.ponsiblky of the bolding designer. � � �N � .`y.' 3.Additional temporary bracing a Inoue stability during consimctlon 2.Design assumes the lop and bottom chords to be laterally braced al 1 Ie the responsibility of the erector.Additional permanent bracing of 7 o c and at 18 oats respectively unless braced throughout their length by '�� DATE: 6/18/2016 aha omen Nombre is the recontinuous sheathing such es plywood shoe ing(TC)andior drywal(BC) ^I�+R R 10- DATE: of the building designer. 3,2,Impact bridging or lateral bracing required where Mown•+ �7 I l SEQ.: K2 0 9 2 2 6 5 4.No load should be applied to any component and after all bracing and 4.Installation Ornate is the responsiblily of the respective contractor. fasteners are complete end 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 .M are for"My andRss dun. 5.CornpuTrus has no control over and essumes no neeponalbllly for the 6.Design assume.NM bearing et.1 support.shone.Shim or wedge If EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage is provided. June 20,2016 8.This design Is furnished subject to the limitations a.t forth by 8.Plates shag be located on both faces of truss,and placed so their center TP W4ECA In SCSI,copies of whish will be furnished upon request. Ones coincide Nth jolts center lines. MITak USA,ants/Com UTnls Software 7.6.7 1 L E S,Digits indicate size of plate in Indies. P ( )- 10.For basic connector plate design values see 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 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 5-6=(-295) 216 5-2=(-531) 129 9-7=(-278) 158 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-248) 106 6-7=( -55) 79 2-6=( 0) 199 WEBS: 2x9 KDDF STAND 3-4=(-154) 87 6-3=(-105) 114 LOADING 6-4=(-129) 181 TC LATERAL SUPPORT 29"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 BEG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -54/ 518V -96/ 130H 5.50" 0.83 KDDF ( 625) NOTE: 2x9 BRACING AT 29"OC OOH. 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0^ Allowed = 0.100" ** For hanger specs. - See approved plans MAX IL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231^ 1-11-11 5-03-05 f 1' '( MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.3" 12 MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.3" 12.00 V M-4x6 Design conforms tom main windforce-resisting system and componentsand cladding criteria. 3 M-3x4 0 4 Wind: 190 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFES(Dir), �D 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 0 illO t M o ti 1 r 0 f -, S�� 6 7 M-1.5x3 M-1.5x3 M-3x8 l l ). 1-08-08 5-06-08 l 1 l 1-00 7-03 {' Q PRQp . 444 17 ' 89200PE r 1 JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Jl Scale: 0.4956 � - SII 7.WABuilder O.m:.Ld.tinisNOTES, uMaupotherwise parameters �� OREGON )F� 7.Solider end erection coniradar should be advised of all General Notes 1.MN:design b based only upon the perometen Movm and b for an individual Vi 'K✓ Truss: J1 and Warnings before conetnedlon commences. building component.Applicability of design parameters and proper /� 2.2a4 compression web bracing must be installed where shown 0. Incorporation of component b me responsibility of me building designer. a "7 Y 1 A 2�$ ^'�+'. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom ct 10 o.c.respeGNely hords foraced to be,throughout braced al Y Is the roeponslblIy of the erector.Additional permanent bracing of a minuou asheaming such as plywood thin RC)end%or dryw.A �R R'�� DATE: 6/18/2016 the overall structure la the responsibility of the building designer. 3.continuous Impact bridging or lateral bracing required where Mom a e 4.No bed Should be applied teeny component until after all bracing end 4.Inataon of Mails the respnnebI:N of the respective comrector. SEQ.: K2 0 92 2 6 6 fasteners are complete end at no time should any toads greater than 5.Design assume.trans.aro b be used in a non-corrosie envwnment, design beds b.applied to any component. end are for"dry condition"of ur. TRANS I D: LINK 8.C sign loadTnis Me no control over and oneumee ro responsibility for the e.Design assumes NA bearing at ag supports shown.Shim or wedge I1 EXPIRES: 1 2131/201 7 fabrication.handling,shipment end Installation of components. corery. 7.Pesi..0.1 h es adequateodrainage es o provided. June 20,201 6 8.This design b Nmishad wb)sd b the Ilmtiatbne rt forth by b.Mates shall be keeled on both faces of trust,and plead r their center TPIAVECA In SCSI.wpb.of which MIA be furnished upon request. Anes colndde with joint center line. 9.Digits Indicate sir of plate In Inches. MITek USA,Inc./CompuTrua Software 7.6.7(1L)'E 10.For balk connector plate design values see ESR-13f1,ESR-1989(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-196) 217 6-2=(-531) 164 BC: 2x9 KDDF 4110TR SPACED 24.0" O.C. 2-3=(-298) 133 7-8=( -54) 73 2-7=( 0) 195 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 7-3=(-105) 130 LOADING 3-5=(-157) 111 7-5=(-155) 207 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=1-278) 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: 2x9 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 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 "• For hanger specs. - See approved plans MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 3-03-05 MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" 1' . 1 MAX BC PANEL LL DEFL = -0.015" @ 9'- 7.3" Allowed = 0.231" 1-10-04 2-01-07 3-03-05 MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" f f f 1 MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 1' f Design conforms to main windforce-resisting 4 system and components and cladding criteria. 12 12.00 7 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, M-9X6 Truss designed for wind loads in the plane of the truss only. 3 M-3x4 5 11°' MIIIIIIIIIII"Il M-3x9 r, r, N O N II GRIMM A) f 6►�mo 8 M-1.5x3 M-1.5x3 M-3x8 l 1 l y y 1-08-08 5-06-08 • E© PH OFF rl 1-00 7-03 "Icop Wc.;• )::: :::::::: fir" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J2 Scale: 0.3716 : 0 int WARNINGS: GENERAL NOTES, mikes otherwise noted. • r1.Builder and erodbn contractor should be advised of ail General Notes 1.This design h based only upon the parameters shown and le for an Individual 7�, t4/Truss: J2 and Warnings before construdbn commences. building component.Applicability of design parameters and proper 2.2e4 compression web bredng nwet be Installed where shown 5. Incorporalbn of amponant h the rospontlbAlly c/the building daslgner. /�^ � 3.AddEbnal temporary bracing to insure stability during construction 2.Design assumes the tap and bottom thorns to d Webby braced tl "G//`'� iln by Is the responlbiAof the erector.Additional permanent bracing f T oft and ate hin such as ply woods Meted throughout r drymir length). :II `D I I� b 9 o continuous sheathing such as acing rid sheathing(TC)and/or tlrywaA(BC). N DATE: 6/18/2016 Sr.overall structure k the reeponslblity of the building designer. 3.Sc Impact bridging or lateral bracing required where Mown n i SEQ. : K2092267 4.No bad should be applied to any component until after all bracing and 5.4.Detlla9esulnrusiis the esoto b�libitye nfnr rre sspectteenntractr. fasteners are complete and at no time should any loads greater thanand en re for'dry condlbn"of use. TRANS ID: LINK design loads beapplied oany amponent. 8.Design assumes fulbearing atalsupports shown.Shim orwedgel1 EXPIRES: 12/31/2017 5.CompuTrvs hoe no nnnrrcontrol over and assumes no responsibility for the necesea,y fabrication,handling,shipment and inebriation of components. 7.Design assumes adequate drainage is provided. June 20,2016 8.This design Is furnished subject to the Ihnitatbns set forth by 8.Plates shall be located on both bas of truss,end plead as their center TPVWTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint anter linea. E.Digit.indicate sire of pleb b inches. MITek USA lno./CompuTrue Software 7.6.7(1L)-E 10.For bask onnnedel plate design values see ESR-1371.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF HOISTS LOAD DURATION INCREASE = 1.15 1- 2=1-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 BC: 2x9 KDDF 1416BTR SPACED 29.0" O.C. 2- 3=(-2007) 910 8- 9=1-277) 1855 2- 9=1-300) 129 5-12=1 -38) 957 WEBS: 2x9 KDDF STAND; 3- 9=1-2049) 586 10-11=( -3) 20 3- 9=(-472) 282 12- 6=1-453) 181 2x6 KDDF STAND A LOADING 4- 5=(-1947) 437 11-12=1-229) 1951 10- 9=) 0) 99 6-13=( 0) 299 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1-1889) 410 12-13=1-282) 1808 9-11=(-162) 1103 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2378) 903 13- 7=(-280) 1810 9- 9=1-304) 1078 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF 11- 4=1-153) 661 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 1643V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 36'- 6.0" -255/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. POND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.098" @ 11'- 0.5" Allowed = 1.186" MAX TL CREEP DEFL = -0.196" @ 11'- 0.5" Allowed = 1.779" MAX HORIZ. LL DEFL = -0.047" @ 36'- 0.5" 17-03-15 19-02-01 MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" f f 1' 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 T f f f f ,( f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 17 HM-6x6 'q8.00 140 8.00 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 6.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 ,f,/ load duration factor=1.6, w\ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-3x4 M-5x6(5) 1100,M-Sx6(S) 0.25" 2 0.25" el N. ro 0 o 1'y*, 01114111100„ M-9x6 of M-5x6 M-185x3 N 9 __ „ �,. ti0 11 12 13 **7 0 M- x8 M-3x8 0.25" M-1.5x3 0l M-1.5x3 M-5x6(S) - 1 l l l 1 l .1' 1O PROS 5-06-04 5-07-04 6-02-07 5-09-06 6-07-01 6-09-10 Ess l l 10-11-12 25-06-04 l � GINE. 9 /4..?../.. y ,' gyri 36-06 :9200P. t- 111P JOB NAME : NRT FRENCH 5 PLEX WITH STEP - I3 '''� Scale: 0.1508 WNW �4111111111. WARNINGS: GENERAL NOTES, unless othervde noted: 1/ OREGON w'L. Truss: I 3 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Illi A and Waring,before conarudbn commences. building component Appscabilty of design parameters and proper 4A {k Z.2a4 compression web brainy must be Installed Mane Wow+, incerporetbn of component is the responsibility of the bulling designer /'*6 "7 i'" 14 �y�� 3.AddNbnal temporary bracing to insure stability during construction 2.Design assumes the tap end bottom Words to be laterally brsced et ! 4 �(y Is the responsibility of the erecter.Additional permanent bracing of 2 oats end at la o o.respectively unless braced throughout their length by C- DATE: 6/18/2016 the overall structure Is the responsibility of the building designer. continuous Impact si or such as aciplyng red ui,sdsheath ere and/or dryweA(BC). "Fi L`]R�T won v b 3.2a bridging or Ntersl bracing required caner.anown.+ A� 4 SEQ. : K2 0 9 2 2 6 8 4.No load should be applied to any component until after all brains and 4.Installation of Miss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater Iran 5.Design assumes trusses are to be used In a noncormsivs environment, east loads applied and ars for"dry condhion^ofuse. TRANS I D: LINK gra pple any assumes 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication.handling,shipment and installation afcomponents. 7.Desgnasssumesadequate drainage Is p,ewided. June 20,2016 6.Thio design Is furnished subject to the hmltatbna set forth by 8.Plates"hell be hated on both faces of truss.and placed so their center TP WVECA in BCSI,spies of which will be furnished upon request. lines coincide with joint center lines. m uTrus Software 7.6,7 1 L E S.Digits indicate size of plate In inches. MITek USA Ino./Co P ( )- 10.For basic connector plate deign values see 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 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.0 0 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-185) 218 6-2=(-531) 185 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-248) 149 7-8= WEBS: 2x9 BIDE STAND ( -53) 71 2-7=( 0) 195 3-4=( 0) 0 7-3=(-105) 138 LOADING 3-5=(-161) 123 7-5=(-151) 219 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 5-8=(-27B) 249 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 DON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -101/ 51BV -97/ 132H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0^ -102/ 326n1 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 M-1.5x4 or equal at non-structural MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" , vertical members (uon). MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.017" @ 2'- 0.0" Allowed = 0.211" on For hanger specs. - See approved p8af8k-11 1-03-05 MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" 1-10-04 3-10-04 1-06-08 MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 Design conforms to main windforce-resisting f I system and components and cladding criteria. 12 4 Wind: 140 mph, h=22,8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 177 (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-4x6 3 M-3x4 fe lliMEM 5 M-3x4 N 14 o 0 0 1 , a r-se AI M-1.5x3 M-1.5x3 M-3x8 y1-08-08 y y 5-06-08 AEU PROF�r yl-00 7-03 l �c`''F'. GIIV , `S'/© 4c :9200PE I-- JOB JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J3 'O °41..e.Scale: 0.2909 -� #�. . WARNINGS: GENERAL NOTES, uNese otherwise noted. MPCr 1Builder and erection contractor should be advised of.1 General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: J3 and Wa17'.. mingsbefonanscommences. bufdingcomponent.Appliabiliyofdesignparametersandpropsr �OR OREGON / 2.244 ampresslon web basing must be installed where shown 5. IncorpoIncorporaIncorporationro on of component Is the eponaibAkh y of the b ang deelgner. J \µ 3.Addewnal temporary bracing b Insure stability during ansbucllon 2.Design assumes the lop and bottom chortle to be laterally Owed H � "! 1 4 �� Is the reaparMbgy of the erector.Additional permanent bracing of 7 c.c.and et td o.c.sunk ey unless Owed throughout Mak length by LV DATE: 6/18/2016 the overallstmaare is the racontinuous sheathing such es plywood Weaming(TC)and/or drywal(BC). aponrbEly of the building designer. 3.23 Impact bridging or Wend braving regWrd where mown.. SEQ.: K2 0 9 2 2 6 9 4.No load should be applied to any component until ager an bresng and 4.Installation of tines is the responsibility of the respective contractor. fasteners are complete and at no time should any wads greater than 5.Design assumes tosses are to be used In a non-corroase environment, TRANS I D: LINK design loads be applied to any component. and are rotary condition.of use. 5.CompuTrue ho.no control over and assumes no responsibility for the 6.Design assume.full bearing at ail supporta Wow.Shim or wedge It EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. necessary. 7.Design aseurnes adrainage Is B.This design Is furnished subject to the limitations set forth by B.Plates shall be wadteduoneboth faces of tpronnss,ed.and placed so their center June 20,2016 TP W/TCA In BCSI,copies of which wig be tumished upon request. lines coincide with bsu center lines. uTfue Software 7.6.7 1L E 9.Digitslndwate size or piste w Inches. MiTek USA,Inc./Com p ( )- 10.For basic connector plate design values roe ESR-1311,659.1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 DF 2900F; LOAD DURATION INCREASE = 1.15 !COND. 3: 150.00 PLF SEISMIC LOAD. i 2x9 KDDF #100TR T3, T4 SPACED 24.0" O.C. BC: 209 KDDF #16BTR Design conforms to main windforce-resisting WEBS: 2x9 KDDF STAND LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT 5= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=25.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 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, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x9 or equal at non-structuralREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. vertical members (won). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 17-06-15 19-05-01 4 T T 8-04-08 9-02-07 5-10-01 6-00 7-07 q T 4 f 4 4 12 12 8.00 27 HM-4x4 Q e.00 4.0" M-3x5 F M18HS-Sx16(S) 11111111111111111111 . illp 0.25" e'741 M-Sx8(S) 0.25" t in M-9x6211111 Il A A ���� I 1 Ilh. on 9 M-4x10 1 .25" M-3x6 M -115 x3 M-5x6 M-5x8(S) M-4x6 f-. 5) PROF y OA 8-01 y 9-05-15 y 6-01-09 y 5-10-04 y 7-05-04 y ���` G1N�' T /o .. y l 1-06 37-00 89200P �r ' JOB NAME : NRT FRENCH 5 PLEX WITH STEP — IFW Scale: 0.1978 : �2 _ WARNINGS: GENERAL NOTES, unlessotherwisenoted 7/ . OREGON�b� /afili � I.Builder end erection contractor should be advised of all General Notes 1.This design Is booed only upon the parameters shown end is for en Individual 4'' �L,( Truss: IFW and Wemings before conetrudlon commences. building component.Applicability of design parameters and proper aye 2.204 compression web bndng must be Insisted where shown+. Incorporation of component Is the responsibility of the building designer. •' ) Al-7 14 �U 4 3.Additional temporary bneing to insure stability during construction 2.Mstgn assumes the lop end bottom ass lar to be laterally braced et 'C.� Y is the rs nelblA I the erector.Add anal t bracing I 7 we.end at 1 sheathing hin.rsuch es p unless throughout melt length by E'F)R.1 L\- ape ty o permanen g o continuoust17c.c.such as ely unless sheathing(TC)brcedtthroughout hoot tr tlrywe length b. DATE: 6/18/2016 the overall structure is gra responsblllly of the building designer. 3.2s lisped bridging or Were'boning required Were shown+• SEQ.: 2 0 9 2 2 7 0 4.No load should be applied to erg component until after et bndng and 4.Installation of is the responsibility of the reepedme contractor. fasteners are complete end at no time should any mads greater then 5.Design assumes tniseea are to be used in a noncorrosive environment, TRANS ID: LINK designmade be applied to any component. ensign e:wmes NI best of supports wedge p /1 8.GompuTnra Ms no control over end assumes no responsibility for the 8.weepier), ee Ng bearin 1 A su M strown.Shim or If EXPIRES: '�1.2 U'� �0 fabdcetmn,MrMnng,shipment end Installation of components. 7.Design assumes adequate drainage is pravldetl. June 20,2016 6.This design is furnished subject to the limitsilons set forth by B.Plates shall be located on both laws of buss,and placed so Meir center TPIMVTCA in SCSI.wpbs of which WA be belched upon request. Ines indicate center te size sf plate teline l lines. 9.Digits MiTek USA,Inc.ICompuTrus Software 7.6.7(1L)-E 1o.For basic connector plate design values see ESR-1311,EOR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" OND. 2: Design checked fox net(-7 psf) uplift at 24 "ocspacing. I TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 816BTR SPACED 29.0" S.C. IC OND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2X9 KDDF STAND; Design conforms to main windforce—resisting 2x9 KDDF #16 BTR A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=23.9ft, TC DL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow )Pg) load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x9 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-04-02 5-08-14 T T 1. 12 8.00 M-1.5x3 4 —s 11-3x6/441111111 11111111 to 0 I 00 ro o N t AIlIIL O / of 1 M-155x3 M-Jx6 M-3x4 y 6-02-06 y y 5-10-10 1D PROp 1-06 12-01 e616, a sk �,1GtNE' ?i 17- 89200PE <' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - IFWA44 ,,,......- Scale: 0.2918 Ia� ---- WARNINGS: GENERAL,ml.de gnisb, unless tiaramete noted: ' ' OREGON " Truss: I FWA 1.end a and erection rats,contractor epode be advised Oran General Notes t.TN.deagn la bases only upon the parameters shown and is ror an individual and Warnings beton conarudbn commences, building component.Applicabllay of deign parameters and proper A 2.254 compression web bracing must be baalisd where shorn 5. Incorporation of component N the responsibility of the building designer. i/� '7 N O� ,j 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom Mores to be IataelM bread et 'LV �.-}'^ A me responsibility of the erector.Additional permanent bracing of 7 o.c,and at 10 o.c.rash cc p unless braced ihrouphom their bngth by (� DATE: 6/18/2016 the Queen structure le the responsibility continuous sheathing such as plywood eheammggc)and/or drywall(BC). ,'`P R I�..`^' Y of the building designer. 3.25 Impact bridging or lateral bracing required where shown•5 SEQ.: K2 0 92 2 71 4.No bad Mould be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the espedbe centred°, faaenee are compete and et no time Mould any beds greater than 5.Design assumes busses are to be used in a nonconoays environment, TRANS ID: LINK design bads beepplladtoany component. end are for"dry condition"ofuse. 5.CnmpuTms hes no control over end assumes no reeponeibilby for the 6.Design assumes Ng bearing at all capped.Mown.Shim or wedge if EXPIRES:(R C�y, 1/na ..a febdcetbn,hentlling,shipment and InaalYilon of components. 7.Design assumes necessary. LfXP R ES (r r d. S.This design Is furnished cabled to the limitations set forth by 5.Plaesshall beloafed uonboth faces ofate drainage is tmsss,and placed sotheir center June 20,20 16 TPINNTCA In SCSI.copes of which cell be belched upon request. line.coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 S.Digits indicate size of plate In inches. p (1E)-E to.For Daae connector plate deagn values see ESR-1311,E55-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-6=(-230) 350 7-6=( 0) 30 BC: 2x9 KDDF #168TR SPACED 24.0" O.C. 2-3=(-420) 283 7-8=(-175) 265 6-3=( 0) 63 WEBS: 2x9 KDDF #16BTR; 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 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.7" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 449V -180/ 340H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -203/ 958V 0/ OH 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. "+ Fox hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067^ 3-11 4-00-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.211" '� 'I fMAX TL CREEP DEFL = -0.094" @ 3'- 9.8" Allowed = 0.317" 5 -/ MAX LL DEFL = -0.002" @ 7'- 11.7" Allowed = 0.048" MAX TL CREEP DEFL = -0.002" @ 7'- 11.7" Allowed = 0.072" M-1.5x3 MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.120" @ 6'- 9.5" 12 Design conforms to main windforce-resisting 12.00 7 system and components and cladding criteria. Wind: 140 mph, h=24.9ft, 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, o Truss designed for wind loads ef j in the plane of the truss only. 0 I rO0 N t 54__ �NM 1111111 ov I i M-3x4 I o I ll -/ ' M-3k4 `{B M-4x6 M-3x5 .1 . l 1 3-09-04 3-00-04 0-05-08 .. y >L 10 PR ` l-oa 3-07-08 4-04-03 41C 6't9)• i' 5 , /Q 7-03 0-08-11 C�J \ ,R, p..:.... :9200PE C JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J4 Scale: 0.2899 � -- WARNINGS: O.This design is untaupon the se parameters 7/ OREGON /i la Cr t.ender and s before con emr.n co be commences. of all General Name 1.This design pbasedn t.only upon the p.sign parameters Moven end h for an individual '�/4'' OREGON t7 VV��VV Y.f Truss: J9 and We mage wrors consi udlan commences. buildinincorporation component Applicability le of design persmeten and proper 2.2x4 cempredion web bradng must be Installed where shown 0. Incorponibn of component le me responsibility of the building designer. o) A I6,J 3.Additional temporary bracing to Imre debility during construction 2.Design sesames ms top end bottom dards to be laterally t their al SJ 't ngth by is the reeponetbiuty of the erector.Additional permanent bracing of 7 continuous s ee0.o n respectively as Mess a braced throng and/or/t r dry al(B). . 1'J R 1 Lk^ continuous sheathing such ly Me Meaced t rouboutt drywal(BC). DATE: 6/18/2016 the overall structure is the responsibility of the building designer. 3.20 loped bridging or lateral bracing required where shown e o SEQ. : K0003770 4.No load should be applied to any component until after all bradng end 4.IneelatIon of buss le the respondbllty of the respective contractor. rastenen are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncunoslve environment, TRANS I D: LINK dergn beds be applied to any component. end lin aaaare forumeadry condal beeringn. use. :supportslie 5.CompuTnro has no control over end dames no responalbility for the fi.Design ceN8 t all Mom.Shim or wait if EXPIRES: 12/31/2017 ssery. fabrication,handling.competent end ineleilatian of components. 7,Design assumes adequate drainage Is provided. June 20,2016 5.This design la furnished subject to the limitations set forth by 8.Plates shell be located on bath faces of toes,and placed so their center TPUWlCA in SCSI,copies of which will be furnished upon request. linea colndde with joint center lines. 9.Digits indicate sire of plate in inches. MITek USA lnc./CompuTrus Software 7.6.7(1 L)-E to.For beets connector Pete design values see E514-1311.E5R4988(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. TC: 2x4 RODS' #108TH LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #108TH SPACED 29.0" O.C. 'COND. 3: 150.00 PLS' SEISMIC LOAD. WEBS: 2x9 ROOF STAND; 2x9 KDDF #14BTR A LOADING Design conforms to main windforce—resisting LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UGH. TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, M-1.5x4 or equal at n —structural End verticals) are exposed to wind, vertical members (uon)n LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed forwindloads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 7-01-01 13-03-15 7-01-01 6-07-06 6-08-09 T f T T 12 12 8.00 17 IIsi-4x4 ' 8.00 4.0" 2 ,(-v( i4 M-3x6 M-3. 6 l �l M-7x8 ti 1\11110112 -a'I CO il N ul o AA 5 M-ix8 0.25"T e M-3x5 M-3x5 M-5x6(5) 90 P R OF4- rp J• 7-01-01 y 6-09-02 y 6-06-13 y GINE t © II 20-05 89200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP — IFWB Scale: 0.1757 r.� /iy., WARNINGS: GENERAL NOTES, unlssothenwse noted: 0 /'y N�' �(,.. Truss: I FWB 1.Builder and erection contredar should be advised of el General Notes 1.This design le based only upon the parameters Mown end le bran individual QF'TEGO'ts:y and Warnings before construction commences. bolding componentApplicability of design perimeters and proper incorporation of component h the responsibility of the bulking designer. low 2.2.2x4 cempro Won web bracing moat be Installed when shown 0. 2,Design assumes the top and bottom chortle to be laterally Wined et '(/ L 1[]� 3.Additional temporary bracing to Insure siadlIty during construction T o.c.and al 10 ac.respectively mise braced throughout their length by .04 V is Me responsibility of the erector.Additional permanent bracing of continuous sheathing such ea plywood sheating(TC)erk/or drywsl(BC). 'FI�+L]R I 1 DATE: 6/18/2016 the overall structure le the respond/Pity of building designer. J.2c Impact bridging or Wend bredng required where shown«« N�Tl l.+ SEQ. : 1(2092273 4.No load should be applied to any component until aver all br dng end 4.Inafalalion oftru..15 the responsibility of respective contractor, fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses ere to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied teeny component. end are for•dry condition.of use. 5.Command hes no control over end assumes no responsibility for IM 6.Design assumes NI bearing at ell support.shown.Shim or wedge if EXPIRES. 12/3112617 cepery. fabrication,rendling,shipment end indentation of components. 7.Designassumesbeaeded on eothiface Is provided. June 20,20 16 S.This design b furnished subject to the limitations cal forth by n.Plaice MeN be located on both faces of truss,and placed so then ceder TPiW1CA in SCSI.copies of which will be rumiahed upon requed lines coincide with(aIM center lines. 9.Digits Indkete else of pieta In Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L}E to.For bask connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 0.0" 2050. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. IC OND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 (ODE STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=21.2ft, 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=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x9 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 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 3-08-04 0-03-12 T 4 T 12 8.00 V M-1.5x3 q 3 1 oc f M—3x4l i 2�O u1 I o *1111111. rail • 5 M-1x4 7 M-1.5x3 y 1 06 y 4-00 y 61.0 �G cj PR OF'pc, :9200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP — IFWC Scale: 0.4935 — WARNINGS: • GENERAL NOTES, ode..othenese noted • py /Ta/y F�t 'Cr Mould 1.Builder and erection contractor ould be advised of all General Notes 1.This design based only upon the parameter.Moven and b for an Individual 7OREGON V Truss: IFWC and Warnings before construction commences. btMingcomponant.Appliabilityofdesignparameter.andproper 1a \ i 2.294 compression web bracing must be intoned where Moven 0, incorporation of component A the rosponsibMny of the building tlasigner. /\ Y 14 !7 C$ 4 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the by and bottom chords to be laterally braced al "'J!♦�_ Y L+ �{�'+ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such aaspplywood Meathing(TCunless braced a nd/or dryee lengthhout their 0) "''r`R A �� DATE: 6/18/2016 the overall structure is the re.ponabulty of the building designer, 3.29 Impact bridging or lateral bracing required where Mown+. SEQ.: K2092274 4.No lad Would be applied to any component until afer all bracing and 4.wtartaeoottn the raab.bu latyyeit erespective esroo noive contractor.o intoner.ere complete and at no nine Mould any loads greater then Desend ign assumes esume.thy hisses are use. TRANS ID: LINK dasignloads etlioany component. 8.Design assumes NA bearing at allsupperhsown.Shim orwedge if EXPIRES: 12/31/2017 M.no 5.Compania s no control over end aseumse no responsibility forms necessary. fabrication,handling,Mlpment and Installation M components. 7.Design essumes adequate drainage M provided. June 20,2016 S.This design b furnished subject to the limitations set forth by a.Plates shall be located on both feces of truss,end placed so their center TPVWTCA In SCSI,copies of which will be famished upon request. knee coincide with joint center Ilion. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(11)-E tO.For basic connector plate design value.see ESR-1311,ESR-1a85(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1-481) 308 8- 9=(-391) 486 8- 1=(-868) 460 11- 7=1-200) 644 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( 0) 0 9-10=(-164) 457 1- 9=(-300) 610 7-12=1-872) 329 WEBS: 2x9 KDDF STAND; 2- 5=1-428) 391 10-11=(-216) 539 9- 2=1 -76) 107 2x9 KDDF #160TR A LOADING 4- 5=1 0) 0 11-12=1 -68) 89 9- 5=(-365) 282 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-577) 403 5-10=(-138) 360 TC LATERAL SUPPORT <= 12"OC. DON. 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 PSF 6-11=1-236) 206 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA NOTE: 2x4 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 PSF LIMITED STORAGE 0'- 0.0" -143/ 966V -408/ 325H 5.50" 1.55 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 5.0" -143/ 919V 0/ UH 5.50" 1.47 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans �I 0-0,990501 k44D. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 6-11-01 U-0901 13-Q1-1$ VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.020" @ 8'- 3.9" Allowed = 0.650" MAX TC PANEL TL DEFL = 0.067" @ 3'- 2.1" Allowed = 0.654" 6-01-12 0-09-05 6-03-09 6-01-01 1 1 ` 1 1' 1 MAX HORIZ. LL DEFL = -0.005" @ 20'- 3.2" 12 12 MAX HORIZ. TL DEFL = 0.007" @ 20'- 3.2" e.oa p M-4x6 3 4 M-6x6 Q e as z ` ,yam=�� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=26.2ft,Aghts), Enduation fac: 6 : hoO8 vtical(s) asesigned fohplane of te truss only. f 6 i M-3x9 I A -f r 0 I IA N r-1 ut 0 I fLilliili r'I 8** 9 10 11 **12 M-1.5x3 M-3x8 0.25" M-3x4 M-1.5x3 M-5x6(5) ,` O PRQ1 ,9 y 6-00 .1, ,L. 6-03-09 y 5-09-09 y G1N " - t,/© 20-05 17 89200PE r- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - IH1 /e; Scale: 0.2031 //�(( /�.v WARNINGS: GENERAL NOTES, unless otherwlae noted. 4J OREGON C 1.Builder end erection wintrador should be advised of all General Notes 1.This design Is based only upon the parameters shown end h for an Individual / t� Truss: IH1 end Warnings before construction commence.. building component.Applicability of dea5n parameters end proper �1,.. �// Qa A 2.244 wimprealon web bracing must be Installed where Mown*. incorporation of component It the roeponsibpty o!the building designer. /� "7}, 14 2$ 3.Addgbnel temporary bracing b Insure NeNIMy during winstrudlon 2.Design assumes the lop and bottom chord.to be laterally braced H L ength by Is the responsibility of me erector.Additional permanent bracing of T o l and et 10 Ding such es ply cod s braced throughout melt sfl)B). R R.114N"- DATE: 6/18/2016 the overall soudure h the naponalbgty of the buildingdesigner. 2x Innuous ahging orng such b plywood to o ee where and/or e drywaR(BC) 3.In Impel bodging is lateral pradng required rare Meeh t a SEQ.: K2092275 4.Nobedshould c bem applileteantoonotimphoc until ellerall gerowinhand 4.DNagnas ofetruss rIsthe npobese In napedosiwiv fasteners aro complete and at no time should any hada prowler then 5.Design assumes"dry trusses we to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. ana.nror"dy.ondhion^ofuse. 5.CompoTrus hes no control over end assumes no responsibility forme fig egnn assumes fust bearing al al suppodt shown.Shim or wedge If EXPIRES: 12/31/2017 ssa fabrication.handling.shipment and Installation of components. ry. 7.Design assumes adequate drainage loprovided. JUne.20,2016 B.This design h furnished nMjed to the limitations eat forth by 8.Plates shall be located on both faces or trues,and pieced so their center TPWOFCA in KW,copies of which will be furnished upon request. lines coincide with Joint winter lines. es. MITek USA,Inc./CompuTrus Software 7.6,7(11)-E to Farb l Imlmaetor Iq fade design sal Mate sing whits see EBR-7317,ESR-12188(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-211) 320 7-6=( 0) 30 BC: 2x4 KDDF #1t:BTR SPACED 24.0" O.C. 2-3=(-502) 417 7-8=(-160) 243 6-3=( 0) 63 WEBS: 2x4 KDDF #16BTR C; 3-9=(-457) 467 3-8=(-258) 172 2x4 KDDF STAND A; LOADING 4-5=( -99) 70 8-9=(-458) 369 2x9 KDDF STUD B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -47/ 954V -212/ 370H 5.50" 0.73 NODE ( 625) OVERHANGS: 12.0" 0.0" 6'- 9.5" -219/ 513V 0/ OH 5.50" 0.82 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 9.9" -68/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. .. For hanger specs. - See approved plans 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 "on spacing. 3-11 5-10-15 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 'I ': 'f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 5 -+1 MAX LL DEFL = -0.044" @ 3'- 9.8" Allowed = 0.211" MAX TL CREEP DEFL = -0.051" @ 3'- 9.8" Allowed = 0.317" 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. 12 11 , Wind: 140 mph, h=25.9ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) areexposed to wind, Truss designed forwind loads in the plane of the truss only. M-3x4 -a I 3 i 0 m 0 �tiM. 11+o M-3x4 / N I of '-' M-33c4 B oo M-4x6 M-3x5 1 y ll 3-09-04 3-00-04 0-05-08 1-00,, 3-07-08 y 6-o2-o,7 y `Co Nc 4 c/0f' 7-03 2-06-15 c'. /+� „:„ 17 'PROVIDE FULL BEARING;Jts:2,8,5 I w 9 200 P E t" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J5 Scale: 0.2576 -WIR (,- WARNINGS: GENERAL NOTES, unless°themes..noted TO 1.guider and erection contredor should be advised old General Notes 1.This design b based only upon the parameter.shown and Is for an individual Truss: J5 and Narningsbefore construction commences. building component.Appim.bilyofdesign parameters and proper .. OREGON � ''I4�� Z 2.2x4 compression web bradng must be Installed where shown n. Incorporation of component Is the reeponsiblNy of the building design.,. /./� 1 4 V 3.Additional temporary bradng to Imre stability during construction 2.Design andtassumes Ms top end bottom dwrae to los latently braced et 'GJ Is Me rosponsibp dew erecter.Additional permanent bradng f T o.c. at 10 o.e.respectively unless braced throughout,dtyeir length by _(}q R�11-k- N o 9 o continuous MeatNng such as plywood sheathing(TC)and/or drywdA(BC). "` DATE: 6/18/2016 the overall ebudure Is the responsibility of the building dealgner. 3.2.'mead bridging or lateral bradng required where shovel++ SEQ.:. '300000 6 4.No bad should be applied to any component until alter all bradng end 5.4.Instipneaeumae subµthe r apo Nbinyya ttIn anon-corrosiverespective contractor. fasteners aro complete and at no time should any bads greater thenand grass medry hues..are to be b. TRANS I D: LINK design leads be applied to any component. Design animas wmes ful bearing at al eupparie Mown.Shim or wedge If 5.CompuTrus has no control over and names no responsibility for the w„,ry. EXPIRES: 12/31/2017 fabrication,MndlIng,shipment and installation of components. 7.Design assumes adequate drainage is provided. June 20,2016 5.This deNgn is furnished subject to the imitations sly fort by S.Pates shall be located on both taws euros.,and placed so their center TPMA/ICA In SCSI.cope.of which MMP be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate We of pale In Inches. MITek USA,Inc./CompuTrus Software 7,6.7(1L)-E 10.For bask connector pate design values sea ESR-1311.656.1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-6=(-220) 328 7-6=( 0) 30 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-429) 353 7-8=(-167) 249 6-3=( 0) 63 WEBS: 2x9 KDDF #160TR C; 3-4=(-384) 405 3-8=(-262) 176 2X9 KID' STAND A; LOADING 4-5=( -65) 31 8-4=(-922) 353 2x9 KDDF STUD B LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 95.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -49/ 957V -192/ 338H 5.50" 0.73 KDDF ( 625) OVERHANGS: 12.0" 0.0" 6'- 9.5" -191/ 46511 0/ OH 5.50" 0.79 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 5.9" -32/ 27V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as For hanger specs. - See approved plans 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. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 3-11 4-06-14 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 1' 1' '( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,100" -/ MAX LL DEFL = -0.045" @ 3'- 9.8" Allowed = 0.211" MAX TL CREEP DEFL = -0.053" @ 3'- 9.8" Allowed = 0.317" ' MAX HORIZ. LL DEFL = 0.132" @ 6'- 9.5" M-1.5x3 MAX HORIZ. TL DEFL = 0.149" @ 6'- 9.5" 4 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7 Wind: 140 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=1.6, M-3x9 End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. *. 0 All . :do m o 1111■ m o M- 3x9 M" N . :-.6..1 ,, 14-3k4 8.* M-4x6 M-3x5 J, l l l 3-09-04 3-00-04 0-05-08 y1-00, 3-07-08 y 4-10-06 ,, y �K�4''' GINE F00' o. 7-03 1-02-14 cg ,'y-. ` 1,.. (PROVIDE FULL BEARING;Jts:2,8,5 ' ,,- 89200PE 4�r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J6 � L\J� ( C Scale: 0.2807 • "'- VP Cr WARNINGS: GENERAL NOTES, Wass otherwbenoted, OREGON ttr 1.Balder and erection coMredH ar should be advised of ag General Notes 1.This design basad only upon the parameters shown and Is kr en Individual I�,. Truss: J6 and Warnings before construction commences building component.Applicability of design parameters and proper // s ki 2.294 comp Won web bracing must be Installed where shown e, incorporation of component Is the roep°nsibgky of the bulking designer. �/'� -t ' 14 A 2. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda t°be laterally braced at za Y is the responsibility of the erector.Additional permanent bracing of 7 o.c.end at 10 a.e,respectiwp unless braced throughout their length by (tit`A'�� it continuous sheathing such as plywood sheathing(7C)and/or drywell(BC). H DATE: 6/18/2016 the overall structure Is the roaponabgity of the building designer, 3.24 Impact bridging or lateral bracing required where shown a a SEQ.: 2 0 9 2 2 7 7 4.No load should be applied to any component until ager all bredng and 4.Installation of truss is the respanslbllty°rise respective contractor. fasteners are complete and at no time should any beds greater than 8.Design eesumes trusses are to be used Ina nonroormalva enolronmen, TRANS I D: LINK design leads be applied to any component. and.re for"dry conditionof use. 8.CompuTms nes no control over and mamma no responsibility for the 8.Design Nil bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment end instelhtion of components. 7.Design assumes adequate drainage is provided. June 20,2016 8.This design is fumlehed subject to the limitations set forth by B.Plates shag be located on both faces of truss,end placed so their center TPLWTCA In SCSI,copies of which wig be benched upon request. lines coincide with joint center linea. 9.Digits Indicate size of plata In inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10,For basic connector plate design values see ESR-1311,658-198e(MlTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-6=(-231) 350 7-6=( 0) 30 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-416) 283 7-8=(-176) 266 6-3=( 0) 63 WEBS: 2x9 KDDF #16BTR; 3-4=(-370) 339 3-8=(-263) 172 2x9 KDDF STAND A LOADING 4-5=(-110) 19 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 = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.2" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 450V -180/ 338H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -199/ 450V 0/ OH 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP POND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 3-11 4-00-03 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" .1' .1 1 MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.211" 5 MAX TL CREEP DEFL = -0.094" @ 3'- 9.8" Allowed = 0.317" MAX LL DEFL = -0.001" @ 7'- 11.2" Allowed = 0.045" M-1.5x3 MAX TL CREEP DEFL = -0.002" @ 7'- 11.2" Allowed = 0.068" 4 MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" MAX sHORIZonTLormEFLo=man 12wnd@ orc --rest ng12 12.00 V system and components and cladding criteria. Wind: 140 mph, h=29.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, 41 o Truss designed for wind loads f! in the plane of the truss only. 0 71 I AlIL. o 0 I n_ 1�19■fiF . Io 1 "M-3x4 tr o M-33c4 • M-9x6 M-3x5 J• l l 1 3-09-04 3-00-04 0-05-08 cy !ry „i• ,l• 3-07-08 y 4-03-11 y (. P Opk-s y 7-03 0 08-03 ((.0 � �q /�,o, 89200PE fir" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J7 /��� Scale: 0.2917 /;` •/ A,..✓'��'-- WARNINGS: OENERAL NOTES, Mem otherwise noted OREGON //''yy 1� 1.Budder and erection contractor should be advised of al General Notes 1.This design Is barred only upon the parameters shown and is for an individual OII G O I V t�: Truss: J7 and Warnings before canatrudbn commences. building component.Applicability of design parameters and proper N ...c. ..fm., 204 compression web bracing must be installed where shown«, incorporation of component is responsibility at the budding designer. /6 },/ 1 4 /3�" 3.Adddlenel temporary bracing �..y=.. to stability during construction 2.Design assumes the lop and bosom chorda k he laterally braced et L 1_ 2dc.and at 10' c.respectively unless braced throughout their length by lathe responsibility of the erecter.Additional permanent bracing of co Mlnuous sheathing such as plywood required ething(TC)and/or drywel(BC). ^.r1 .1:i 1. [.,'1 ", DATE: 6/18/2016 the overall structure is thererrponeibldy of the building designer. 3.Zs Mad bridging or lateral bracing required where shown.+ fl 1.. SEQ.: 2 0 92 2 7 8 4.No load should be applied to any component until after all bracing and 4.Installation of tens Is the responsibility dither reapedNa contractor. fasteners are complete and at no time should any loads greater men 5.Design assumes busses are to be used Ina non.00rroete environment, design keds be applied to any component, end ere for"dry condition"of use. TRANS ID: LINK 8.Design names full bearing at di supports shown.Shim or wedge if Xry RE 12/31/2017 5.CompuTnn Ma no control over and assumes no responsibility forth. EXPIRES: fabrication,handling,shipment and Inetelletion of components. 7.Design eseumes adequate drainage is prodded. June 20,2016 e.This design is furnished subject to the limitations eat forth by B.Plates ahal be located on both faces of truss.and placed so their center TPI/WTCA k SCSI,copies of which WI be furnished upon request. Ines coincide with joint center lines. s. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E p Digitstank cottnecaolyeedeignhel p sign values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-138) 189 3-5=(-476) 980 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-463) 924 WEBS: 2x4 KDDF #16BTR 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 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.1" 0'- 0.0" -53/ 461V -170/ 318H 5.50" 0.74 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 7'- 3.0" -196/ 484V 0/ OH 5.50" 0.77 KDDF ( 625) no For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 7-11-02 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" IMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = -0.001" @ 7'- 11.1" Allowed = 0.045" 4 -x' MAX TL CREEP DEFL = -0.002" @ 7'- 11.1" Allowed = 0.068" MAX TC PANEL LL DEFL = 0.586" @ 3'- 4.3" Allowed = 0.613" 14-1.5x3 MAX TC PANEL TL DEFL = -0.600" @ 3'- 8.2" Allowed = 0.919" MAX HORIZ. LL DEFL = 0.002" @ 6'- 11.2" MAX HORIZ. TL DEFL = 0.002" @ 6'- 11.2" f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 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, End vertical(s) are exposed to wind, Truss designed for wind loads Loo in the plane of the truss only. 0 ro sen to O K .-r 5 o 1 M-3x4 M-1.5x3 y 1-00 y 7-03 0-08 -02 ,,Co N41 ' G NE '/©: :9200P 9<"i' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J8 ,.� Scale: 0.3714 , 1 *all.. WARNINGS: O.This design tin is b, uMaupon the setee17 OREGON 14`' J8 Budderand eredforanlredorshould bences. of al General Notes buildesignpMrd only plcabnthe peremepra•hewn and Is for an individual !r Truss: and wamInge before an.lraalon commence. building component.Applicability of design parameters and proper {k 2.204 compression web bracing must be installed where shown n. incorporation of component Is IM responsibility of the balding designer. /�. li 2 ' 3.AddEenal temporary bracing to Insure stability during anstrudion 2 Design assumes the lop and bottom Grob to be'Soddy braced al / 14 lathe roepoirclblXry of the erector.Aadlonal permanent bracing of 2 o.c.and at IG o c respectively antes.bracatl throughout their length by A s IO- DATE: `_ 6/18/2016 the overall structure Is Me responsibility A Sly of the buildingdesigner. antinuoua sheathing such as plywood aheathmg.C)and/or drywW(BC). �k'� H 3.2x Impact hedging or lateral bredng required Where shown n• SEQ. : K2 0 9 2 2 7 9 4.No load should M applied to any component until after all bracng and 4.Installation of boss is the rblity onreapedrve amraaor. (earners are complete and.t no time should any loads greater than 5.Design assumes trussescra to ase.to be a used In a non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompnTrus has no antrol over and names no reasonability for the 8.Design assumes NA hearing at ail supports shown.Shim or wedge if EXPIRES: �^[r` .1 2/Oy try/7 t 7 y. /ebdcatbn,handling,shipment and Instalhllon of components. rcesea s. L I (l`O 1! 3 /L.11 i I y.oergnassumesadequate donbadrainage aprodded. June 20,2016 e.The design Is furnished stated to the limitations set form by 9.Plates shall M located on both faces of truss,and placed so their anter TPUWTCA In SCSI.cope.of which all be furnished upon request. lines coincide with Joint center linen. MiTek USA,Inc./Com uTrus Software 1 L 7,6.7 H.Digits Indicate size of plata In Inches. P ( ).E to.For basic connector plate design values sea ESR-1311.ESR-IHSH(MiTek) f This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-186) 176 3-5=(-210) 222 BC: 2x9 KDDF 818BTR SPACED 24.0" O.C. 2-3=(-235) 229 WEBS: 2x9 BODE STAND 3-9=( 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 POP BEARING MAX VERT MAX HOSE BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -117/ 935V -45/ 126H 5.50" 0.70 BODE ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -17/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) Os For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TC PANEL LL DEFL = 0.007" @ 1'- 9.0" Allowed = 0.226" j' MAX BC PANEL TL DEFL = -0.095" @ 3'- 8.6" Allowed = 0.915" 4 -/ MAX HORIZ. LL DEFL = -0.002" @ 6'- 11.6" MAX HORIZ. TL DEFL = -0.002" @ 6'- 11.6" 12 12.00 17 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 41(P' duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I -Al1116111111111111111, to o � _OI .. 5 0 M-3x4 M-1.5x3 1 l ). 1-00 7-03 �.tyG P 4,. `5.4 17 :9200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - J9 Scale: 0.5518 r ,,,.a. , WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON . 1.Builder and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shown end Is for an Individual Truss: J9 and Warnings before conetrudbn commences. building component.Appliceblt ty of design parameters and proper a 2.204 compression web bracing must be installed where mown+. Incorporation of component Is the rosponsiblIty or the building designer. G',< ee )/ 14 2 �4 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced et Y L la the ro nslbiq f the credor.Additional permanent bracing of Tonto.end at 10'hies rmoll a vply unless braced throughout/t rlk lan)B). CR R I L\-VYv apo ly o permens continuous adgieg on such as plywood air a cd thr u and/or drywdgth b ��FIII C DATE: 6/18/2016 the overall structure la the responsibility of the building designer. 3.2s Impact bddging or lateral bracing required where alum 4 a SEQ. : K2092280 4.No bed Mould be applied to any component until after all bracing and 4.Instabllonnoofbass Isshe respa babueiydlthe In a nespeatowe c�actor. , fasteners ere complete and at no time.laid any roads greater than and gDesign ss medry tosses reof tousb. TRANS I D: LINK design Pads be applied to any component. ar Design assentss SA bearing at ci supports Plum.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the nece,eery, EXPIRES: 12/31/2017 fabrication,handling,ehlpment and lnAcH tion of components. 7.Design assumes adequate drainage is prodded. June 20,2016 0.This design Is furnished subject to to limitations set forth by B.Plates shall be bated on both faces of trues,end placed so their anter TP WRCA In BCSI,copies of whish veil be fumishad upon request. Plea colndde with Joint center Inst. 5.Digits Indicate size of plate In Indra. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x4 KDDF #14BTR 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 ERG 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" -45/ 342V 0/ 93H 5.50" 0.55 RIDE ( 625) 3'- 4.7" 0/ 43V 0/ OH 5.50" 0.07 RIDE ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -44/ 100V 0/ OH 1.50" 0.16 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.4" Allowed = 0.189" MAX TC PANEL TL DEFL = 0.010" @ 2'- 1.4" Allowed = 0.283" 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, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads �o in the plane of the truss only. 0 4 N f I - - ro 0 1 I f 0 2= 4 M-3x4 l y y 1-00 3-07-08 'PROVIDE FULL BEARING;Jts:2,4,3 "�G I E ,,,, it- 4� •89200PE �{ JOB NAME : NRT FRENCH 5 PLEX WITH STEP - T1 Scale: 0.8761 w* �ial ini^ Ct I.WARNINGS: GENERAL NOTEb unless on thnvise epara ate •G OREGON �' / Truss: T 1 1.Budder ant erection or co netted should be advised of a8 General Notes I.buil design is based only upon Applicability o p se r Mern and I•op en iMiv dual f7 y end Warnings Terata canahudbn cammenca•, bullring component. neatleth of design pay of ere and proper .+!% 2.204 oompreasien web bracing mud be installed where shown+. incorporation of component h the responsibility ortne latently brg designer. /6 1 . 14 2�� 1- 3.Additional temporary breGng to inure dlabil ty during condmdbn 2.Design assumes the tap end bottom chords to be Ielerolty braced et /J ( -(., �(y Is the responsibility of the stetter.Additional permanent bracing of T o c.and at 10'o.o,raepectNely unease braced throughout Meir length by `_ DATE: 6/18/2016 the overall structure is the roapnalbddy of the bold' designer. ZdcoImpact Swathing ouch as plywood hiredsheatwhere s and/or•drywaA(BC>. :!/��rj I M g 3.Instillation betHos or Narespracingity oft he whereMoven.a fl 1.• S EQ. K2092281 4.noload sIeuidmapplied toono time until agerallbracing and 4.Designllonu1Wwisths ere to yohnerepecio&cantviron fasteners are complete and at no Ilma should any loads greater men 5.and eewmee trusses are to be used In a rron•conosiv environment, TRANS ID: LINK design loads be applied to any component. and.ro for"dry condition"of use. 5.CompuTnis has no=trot over and assumes no responsibility for the 8.Design assume.NA bearing at all supports shown.Shim or vrodoe If EXPIRES: 12/31/2017 necessary. fabridation,handling,Mlpment end Installation of components. 7.Desiassumesadequateoromais provided. .,UMP.20,2016 8.tics design Is furnished subject to the dmiledona eat rani by 8.Platessshall be Vitiated on both faces Ohms,and placed so their center TPIWICA hi SCSI,copies of which will be rumished upon request. Anes coincide with Ionil center lines. 9.DIOda Indicate size of plate b,Inches. MITek USA,Ino./ConlpuTrus Software 7.6.7(1 L)E 10.For basic connector plate design value.see ESR-1311.ESR-7858(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 45 2-4=(0) 0 BC: 2x9 KDDF #16BTR 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 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 PIF 0'- 0.0" -65/ 291V -9/ 37H 5.50" 0.47 KDDF ( 625) 12 1'- 1.3" -61/ 28V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 4.0" -20/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 7.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 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 = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.001" @ 0'- 9.2" Allowed = 0.056" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.2" Allowed = 0.089" MAX HORIZ. LL DEFL = 0.000" @ 1'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 3.2" Design conforms to main n windforce-resisting 3 system and components and 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=1.6, End vertical(s) are exposed to wind, ' Truss designed for wind loads jl in the plane of the truss only. 0 N oiAlo I o F1 2► 00....--' 11114 / M-3x4 J' l 1 ���EQ P Qx�ScS' 0-09 1-04 sits. jy /� 'PROVIDE FULL BEARING;Jts:2,4,3 I 4i 17 /afvv..c ' �.89200 +�(] '/ /' [QCT, �"".A ...p JOB NAME : NRT FRENCH 5 PLEX WITH STEP - L1 Scale: 1.0818 444511111114; - I, WARNINGS: OTHe degraiNOTES, uMaupotherwise parameters 7/ tIP �. t.Buklar and erection contractor should be advised of ail General Notes 1.This design Is based only upon the grameten shown and Is for an Individual 4'' OREGON Truss: L1 and Wamthgsbefreconstruction commenaa buldingcomponent.Applablityofdesign parametenand proper 2.204 compression web bracing must be installed where shown v. Incorporation of component Is the nepondblity of the building designer. v1� 14 2 ` "4 3.Additional temporary bracing to insure stability during ansiru Aon Z•Design assumes the lop end bottom chorda to be latanlry braced al Y L {y.v 7 sc.and y Is the repensibilly of the erector,Additional permanent bracing of conllnuou asheathing rsuch as eptywood sheethiinng(TC)and/or drywalBCN unless braced throughout their length). R ` DATE: 6/18/2016 the overall ebudure Is the responsibility of the building designer. 3.D:Impact bridging or lateral bradng required where shown 0 0 `�'�� SEQ.: K2092282 4.No bad should be applied toany component unit after all bradngand 4.Installation steietl eemtrusslasetbeane eMbuaryeeitin h respective �w�rtient fawners an compete and at no time should any roads greeter man and Designassumesassumedry hisses m to be TRANS I D: LINK datlpn bads be applied to any component. 6.Design enumes NI beating at al supports shown,shim or wedge if S.CompuTrus has no conlnl over ant a UMS no responsibility for the artery. h EXPIRES:(RES: 12/3112017 fabrication.handling,shipment end installation of components. 7.Dedgnassumes adequate drainage provided. JUMP.20,2016 6.This design Is furnished subject to the limitations set forth by B.Plates shall be gated on both bas of truss,end plead so their anter TPIANTCA in SCSI,copies of which MAI be furnished upon request. Ines coincide with joint anter lines. 9.Digits lndkate We of plate In Inches. lI MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For beets connectot plate design velues see EOR-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 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -92) 96 6- 7=(-680) 4676 1- 6=( -70) 154 4- 8=(-232) 162 2x6 KDDF #16BTR T2 2- 3=(-600) 580 7- 8=(-680) 4676 6- 2=( -232) 162 8- 5=( -70) 154 BC: 2x6 KDDF #1RBTR LOADING 3- 4=(-600) 580 6- 3=(-5412) 780 WEBS: 2x4 RODE 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. CON. BC UNIF LL( 450.0)+DL( 380.0)= 830.0 PLF 0'- 0.0" TO 9'- 8.0" V BC LATERAL SUPPORT <= 12"OC. SON. 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 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -757/ 4681V -2000/ 2000H 5.50" 7.49 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC CON. 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 1DPSF LIVE LOAD. TOP --------------------------- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ITOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.032" @ 9'- 10.0" Allowed = 0.438" �,_ mails staggered: MAX TL CREEP DEFL = -0.071" @ 4'- 10.0" Allowed = 0.583" 9" c in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ. LL DEFL = -0.010" @ 0'- 5.3" 6" as in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = -0.017" @ 0'- 5.3" 9" oc in 1 row(s) threuIlioult12x4 webs. 7-08-10 0-11-11 f f f f ICOND. 3: 2000.00 LBS SEISMIC LOAD. I 0-11-11 3-10-05 3-10-05 0-11-11 T I 'r ,, , Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 12.00 V 12.00 Wind: 140 mph, h=29.3ft, 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-4x6 M-4x6 M-4x10 M-1.5x3 3 M-1.5x3 f i tr lIiiii „. � f rn o r NI O n o I CM Ill _ GINO N ® N ® _ N N f � -, 6►-. 7 .z.,1 8 M-8x8 M-4x8 :=M-8x8 • l ), y 4-10 4-10 034:0%,\GINE:(5.6>, 9-08 41.4 17 Q :9200PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - YHl Scale: 0.3908 ..r '��I' IVA eoldmend: GENERAL ignaNOTES, mhos on he isepar noted. '3 OREGON 44/x' Truss: YH1 i.adder,enerodbreonetaorendedbennea.advised or all General Notes 7.This ns phased only plcaupon yo parametersshownandlaopen individual and Warnings before construction commences. budding component.Applicability of design parameters and proper ♦ 4'2.2r4 compression Web bradng mud be installed where shown*, incorporation of component is the responsibility of the bulking designer. t '11)' .el 14 ^-(,. 4 \dlonal tem 2 Design assumes the top and bottom dorms to be lateral bawd at 3.Ad / �(y temporary bracing m Inure stability during consinualon 2 o.c.and H 10 o.c.respectively unless braced throughout their length by C' lame responsibility or the erector.Additions'permanent bracing of continuous sheatmng such as*wood sheathing(TC)and/or dryasA(BC). -j4147i1:310'' �r ( '�4 DATE: 6/18/2016 me overall etrudure is mn e aponsibMty of the budding designer. 3.24 Impact bridging or literal bracing required Where shown** fl SEQ. : K2 0 9 2 2 8 3 4.No load should be applied to any component until after all bndng and 4.Installation of truss is the responsibgty of tiro respeciNe contractor. lasieners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncarrosNe environment, TRANS I D: LINK design bads be applied to any component. end are or"dry condition.of use. y 7 5.CompoTrue hes no control over and assumes no responsiblly for the 8.Design assumes NA beanng at al supports sheen.Shim or wedge if EXPIRES: Cj.c y�y''y � n� fabrication,handling,shipment end msielilion of components. wry' IZL IL rT 11 7.Pesignaad beesaded oneoth icc.loprovided.n June 20,2016 8.Thisdesign le furnished pes of wtotheI be lomis het form 8.Plates andbeithabn on both laces of truss,.nit plana so their comer 7PNNFCA in SCSI,copies of which NI be Nmiahed upon request Ines coincide with Joint center lines late Wee USA Inc./CompuTrus Software 7.6.7(1 L)-E 10.Foe basin cotnnector We oe plate den imhse p sign values see ESR-1311,ESR-ifHS(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #115TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 95 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-52) 24 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSI' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 45.0 PIF 0'- 0.0" -92/ 257V -13/ 480 5.50" 0.91 KDDF ( 625) 1'- 10.9" -25/ 46V 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. 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 = -0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 1.7" Allowed = 0.071" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" 12 MAX HORIZ. LL DEFL = -0.000" @ l'- 10.9" 7 00 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=6.0,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. cc, o � M-3x4 l l 1 0-09 2-04 'PROVIDE FULL BEARING;Jts 89200PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - L2J1 ,, /�' Scale: 0.6838 0211P mer.e WARNINGS: GENERAL NOTES, unless otherwise noted: ©p7 �OA, I.Guider 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 / OREGON V yam_ [4 Truss: L2J1 and Warning.before construction commences. building component.Applicability of design parameters and proper � l�ls' 2.2x4 compression web brodng mud be installed where shown o. incorporation of component Is the responsibility of the bullring designer. '4 y A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom choles to he laterally braced at A� 1 Y �P_ la me reNaandbilty of the erector.Additional permanent brodng of 2 tinuomo.and asheathing rasuch as*mod sheathing(TC)and/or d ywel BCly unless braced throughout their length). '81 ej',.R I LAv DATE: 6/18/2016 the overall structure is the respondbllty of me building designer. 3.2i Impact bridging or laterd bracing required where drown a+ SEQ.: K2 0 9 2 2 8 4 4.No load should be applied to any component until after all bracing and 4.installation of Inmate e the.a a Mbil lalyyof tt a rrespewmcontractor. tr ctor. nt. fasteners are complete end at no See should any bads greater then Design assumes end ere for"dry oond .of use. TRANS I D: LINK design bads be applied to any component. 6.Design assume.NI boring at ail supports shown.Shim or wedge if 5.CompmTme has no control over end assumes no responsibility forme cepery. EXP I RES: 12/31/2017 hMcetbn,handling,shipment end installation of components. 7.Sedge"dimes adequate drainage Is prodded. June 20 i 2O I 6.This design b furnished subject to the limitation"set forth by 8.Plates shell be located on both fame of Was,and plead w their center TPL'AWICA in BC51,copies of which vAft be furnished upon request. knee coindde with joint center lino. 5.Digits indicate sire of plate in inch... MITek USA,Inc./COmpuTrn.Software 7,6.7(1L)-E 10.For basic connector plate design velum see ESR-1311,ESR-1ea8(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 45 2-4=(0) 0 BC: 2x9 KDOF #1&BTR - SPACED 29.0" O.C. 2-3=(-55) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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.D PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -40/ 263V -15/ 55H 5.50" 0.42 KDDF ( 625) 2'- 1.3" -2/ 29V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 9.0" -26/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) 12 7.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 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 = -0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP 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" 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: 190 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, ,-I End vertical(s) a exposed to wind, I Truss designed for wind loads o in the plane of the truss only. N 1 2► '�4 M-3x4 l l y 0-09 2-04 Ess PRp1 (PROVIDE FULL BEARING;Jts:2,9,3 I e . V 892.00 P E. 9t'" JOB NAME : NRT FRENCH 5 PLEX WITH STEP - L2J2 Scale: 0.9589 ^ + ear" /'VC' WARNINGS: GENERAL NOTES, unless otherwise rested V A�' im.. Truss: L2J2 1.Builder and erecters comndor should be advised of ail General Nates f.This de=ign Is based only upon the parameters shown end Is for en Indtdual -$74. 4,0" *N and Warnings before construction commences. bulking component.Applicability of design parameters and proper 2.2x4 cempnplon web bracing must be Installed where shown+. incorporation of component is IM roeponsibAlty of the babdleg designer. /� q ly 'e`) '�� 3.Additional temporary bracing N insure elebitBy during construction 2 Design names the top and bottom chords to M laterally braced el ( G DATE: 6/18/2016 theorespm respoof nsibility erector.AddSlonel permanent bracing of continent at10o.c,rsuch as elyunlessbncb throughout rd,ytheir length). - _'1.' (/�w. t `-V epon Ay of the build designer. continuous rdging or lidera t b*mod airedsheetMere a ss,c drywaA(BC). ^R R..�1� "g g 3.le Impact of truss or bent bracing ty of the whew shown t+ SEQ.: K2 0 9 2 2 8 5 4.No pea Mould be applied to any component until after all bndnp and 4.Installation of buss U Me raepomlOWly of the rospedhe contracto, fasteners are complete and al no time souk any keds greeter than 5.Design assumes busses aro to be mad Ms non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end era for"dry condition'of dee. 17 5.CompuTrus Ms no control over end enemies no respundbllty forme 6.Dasipn assumes NA bearing at all supports Mown.Shim or Wedge If EXPIRES: 1.2/"y.A/20 febrMMn,handling.shipment and installation of components. necessary. L 3 j f 1/ 7.Design essawmesadequate onbethdrainage kprovided. .June 20,2016 8.Thle design Is furnished subject m the limitations set forth by 8.Plates shag be dated on both faces of inns,and pieced Co their center TP WWTCA M BCS(,wpbs of which MI be furnished upon request. Ines coincide vAlh Joint center lines. MiTek USA,Inc./Com uTrus Software 1 7,6.7 L E 9.Diggs Indoors size of plate m Indus. P ( )- t0.For bask connector plate design values see ESR-1311,ESR-1988(Muck) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 45 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-51) 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 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" 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 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "lac spacing. 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 = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" 1-11-11 MAX TC PANEL LL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.106" 1' '1' MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 7.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms tom )n windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, -I End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ' o o 0 I i i O c o O 11111 M-3x4 0-09 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 44, li "cc ,._.. 89200PE C'` JOB NAME : NRT FRENCH 5 PLEX WITH STEP - L2SJ1 ,/"! Scale: 0.6838 4� - /igli w� (t, WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON �f,, I.Bulkier and erection contractor should be advised of a1 General Notes I This design Is based only upon the parameters shown and h bran Individual 7 R Cl 'V to Truss: L 2 S J 1 and Warnings before conebudbn commences building component.Applicability or design parameters and proper A ♦ ` A 2a4 compression web bndng must be installed where shown r. incorporation of component Is the reeponabloy of the building designer. I�j(A "7� 1 w ft ` �`ls. 3.Additional temporary bracing to Insure Mobility during construction 2.Design assumes ms top end bottom chords to los laterally braced et V Y' L ))__ y is the roepondbily of the erector.Additional permanent oaring of VP r ognuousx.and s heamingrsuuch as plywood eheething(TIunless braced i and/or drywel(hout their BC). R. A 11.\- DATE: `�. DATE: 6/18/2016 the overall malare la the reapanablly Mho building designer. 3.aimpact bridging or lateral bradng required where shown n. SEQ.: K2092286 4.Na bed should be applied to any component unit'after all bracing end 44..Deallatianntn rusIssthhe responsibility sbe�leyyaflIn h�es�odasn rroeive•aloarn.m, fasteners are complete and at no time should any bads greeter than end gra for*dryruse condition"are of tob. TRANS I D: LINK design beds be applied 10 any component. 8.Design assumes AM bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the neceuary. fabrication,handlhg,shipment and Installation of components. 7.Design assumes adequate drainage is provided. June 20,2016 8.This design Is furnished subject to the limitations set fort by 8.Plates shall be looted on both faces Minos,and placed so their center TPI,WTCA in SCSI,copies of Mitch veil be furnished upon request. Anes coincide with pint center lines. B.Digits Indkets size of plate In inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E :1.For basic connector plate design values see EBR-13t1,ESR-fees(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-219) 108 4-2=(-627) 330 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=(-389) 784 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 95.0 PSF 0'- 0.0" -149/ 451V -108/ 18911 12.00" 0.72 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 10.2" -509/ 251V 0/ OH 12.00" 0.40 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" 12.0 0 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.019" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.020" @ 1'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. M-3 x 4 • Wind: 140 mph, h=29.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, a' End vertical(s) are exposed to wind, 4.44i � Truss designed for wind loads ,, in the plane of the truss only. O 01 I a O l I IP I ... O I N I IL liMild 4 ' 5 • M-1.5x3 M-1.5x3 J, y >L y 1-00 1-000-11-11 ���ED PR OFFss wc�C (�GIN��•T ♦p2� .c9200P { JOB NAME : NRT FRENCH 5 PLEX WITH STEP - YJ1 Scale: 0.5100 ,��! /', CC WARNINGS: GENERAL NOTES, unless otherolse noted: erectionshOREGON "i t.Builder and erection contractor Mould be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: YJ1 and warnings before construction commence. building component.Applicability ofdesign parameters and proper Z. 4 ,ape , incorpora4 2.2x4 compreeston web booing must be Installed Where shown+ 2.Design assumes to ihen of Pop and bosom chordsnent is the ,o.`ii.r:ily or.°o.e:°°°` �Q '° 14 4 2 .(a�(� 3.Adtlltlonel temporary bracing to Insure*teddy during construction 7 o.c.and at 1g ex.respectively unless braced throughout their length by '45. _ is the reeponaibItty of the erector.AddEisni permanent bracing of continusua eheaming such as plywood sheathing(TC)and/or dryw.I(BC). �j t�f 1 DATE: 6/20/2016 the overall atructureIsthe r•.ponebley of the building designer. 3.24 Impact budging br lateral braineroam shovel required where sho +. �••R 4�- be SEQ. K2092289 4.Nobeestare cmalae iontoany component until any agarall eaaangand 5,De.lgntIsam..truss to la the responsibilitytoftheresssrrs contractor. " fasteners are compete and at m nm.should am loads greater than 5,Damien ascent.•ceases are to be used m a non•corroaNe environment, amps loads be applied to any component. and are for•dry condom'of use. TRANS ID: LINK 8.Design aawm•smabearingatall supports•hoon.Shim orwedgeif 5.CompuTrus has no control over and assumes no responsidlth for the necessary. EXPIRES: 12/31 12 f117 fabrication,handling.shipment end bMelletlon of components. 7.Design assumes adequate drainage is provided. June 20,2016 8.This design is furnished subject to the limitations sat forth try B.Plates shall be located on both feces of truss,end placed so their center TPI,WICA In SCSI.=plea of which WIN be furnished upon request. Anes coincide with(mint center lines. .Digits lnduot*eicaopplate iInches. MiTek USA Inc./Com uTrue Software+7.6.7SP2(1L E is For bask cnplate design values see ESR4371.ESR•tgBB(NUL) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-224) 176 4-2=(-798) 553 BC: 2x9 KDDF #1&BTR SPACED 24.0" 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 PSE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 POE' 0'- 0.0" -243/ 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" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3 MAX HORIZ. LL DEFL = -0.023" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.024" @ 3'- 10.9" 12 12.00 0 Design conforms to main windforca-resisting system and components and cladding criteria. Wind: 140 mph, h=30.8ft, TCDL=6.O,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 awn f -/ 4 54 M-1.5x3 M-1.5x3 1-00 1-00 2-11-11 �� G NE6,4? cS'y� 4 ' 2-sr 89200PE <' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - YJ3 ,/"Scale: 0.4176 0.4176rt- WARNINGS: GENERAL NOTES, unless otherwise noted - OREGON /'y f�' 1.Builder and eredbn contractor srwrd be advised of al General Notes t.This design N based eMy upon the parameters shown and Is for en IndNiduel O1 3EGOI V 'C/ Truss: YJ3 and Warnings before construdbn commences. building component.Applicability of design parameters and proper a k 2.254 compression web bracing must be installed where shown v. Incorporation of component Is the naponslbetty of the building designer. �� "1 ' 14 n 0 "+}ru 3.Addglenel temporary bradng to Insure stability during construction z Design assumes me top and bosom chords b be laterally braced et L � 1. Is the nsponsibilly of the erecter.Additional pennenenl bracing of o.c.and at 10'o c respectively unless braced throughout Meir length by continuous sheathing ouch as plywood sheathing(TC)and/or dryweNBC). 41 R DATE: 6/18/2016 the overall ebadure is the nepowblity of the building designer. 3.2.Impact bridging or lateral bracing required weer.it,.,.shown.. SEQ.: K2092290 4.Ne teed shnatd be app8ed teeny senrpnnerrt ass eferalt brsdng and 4,installation ste o.aeutruss swethhanspo resa ponsibIn ility 4h.Nen0eaterr. fasteners an compete end et no time should any bads greater men Design gn for"drytrusses of use. TRANS I D: LINK desigCnrrp TrueRadbe applied to any component. 8.Design mcemaassumes ml bearing at el supporta shown.Shim or wedge If EXPIRES: 12/31/2017 5.Com True has no control over and ammes no responsibility for the fabrication,handling,shipment and Retaliation of components. 7.Design assumes adequate drainage is provided. June 20,2016 8.This design Is furnished cubisd to the!Imitations set forth by 8.Plates shag be located on both faces of trues,and placed so their center TPWVECA in BCS!,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of pats in Inches. MITek USA,Ina./CampuTrus Software 7,6.7(1L}E 70.For basic connector pate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-211) 114 4-2=(-309) 48 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=(-157) 290 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 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PIF 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 PSF Ground Snow (Pg) 1'- 11.7" -31/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ,r f AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/360, TL=L/240 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.067" 12 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed = 0.137" 12.00 V MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed = 0.206" MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" -1 MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" �' Design conforms to main windforce-resisting (' system and components and 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), load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, o Truss designed for wind loads 2 ,-1 in the plane of the truss only. I f �� o 441 I co, 0 I 1116.111111 M-1.5x3 M-1.5x3 l 3, 3, 1-00 2-00 (PROVIDE FULL BEARING;Jts:4,5,3 I ��fl�„U PR O h �� ‹ "tKNGIN /off :9200P. r- JOB NAME : NRT FRENCH 5 PLEX WITH STEP - SJ1 4'�!�' '�! • - Scale: 0.5927 (OP �. ill WARNINGS: GENERAL NOTES, unless otherwise noted: to 1:r.1.Builder and erection contractor Mould be advised of ail General Notes 1.This design Is based only upon the parameters shown end is for an Individual OREGON Truss: SJ1 and Warning.before conAndbn commences. building component.Applicability or design parameters and proper �L If 14 \I A. 2 2x4 compression web bracing must be'Walled where shorn,. mcorparonon of component Is the rasps abilgy of the building designer. <0� -7}( n 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top ash baton chards to be laterally braced a L Is Me responsibility or the endor.Additional permanent bracing of 7 o.c.and at 10 we.reapectWehy unless braced Ihroughoul their langur by _Ayy �R10- DATE: 6/19/2016 me overall structure Is the responsibility f Ins buns deal tier. continuous sheathing such as ptywadd sheathing(TC)end/or dryvAB(BC). "! o ng g 3.2i Impact bridging or lateral bracing required where shown.+ SEQ. : K2 0 9 2 2 91 4.No wad Mould be applied to any component until after all bracing and 4.Installation of trues Is the rayanabnity of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied teeny component. and ere for"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design mance.HO bearing et ag supports Move.Shim or wedge If EXPIRES: ry e])ry /ry(T "7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. June 20,2 G01116f I1 LLQ L6ll [ 6.This design W furnished subject to the limitations sat forth by 8.Plates shall be located on both feces of tinea,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. linea coincide with)olnt center lines. MiTek USA,Inc./ComuTrus Software 7.6.711L)E I PertDlgitlNe conte nectin or plate Inign values P i 9.For beat connector plate in inc values sea ESR-7317,ESR-1866(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 -98) 100 6- 7=1-504) 3542 1- 6=( -72) 180 4- 8=1-204) 178 2x6 KDDF 1116BTR T2 2- 3=(-598) 588 7- 8=1-504) 3542 6- 2=1 -204) 178 8- 5=1 -72) 180 BC: 2x6 KDDF #1613TR LOADING 3- 4=(-598) 588 6- 3=1-4670) 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=1-4670) 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 2012 AND IRC 2012 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 SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.025" @ 9'- 10.0" Allowed = 0.437" J� nails staggered: MAX TL CREEP DEFL = -0.055" @ 4'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ. LL DEFL = -0.008" @ 0'- 5.3" 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = -0.013^ @ O'- 5.3" XX 9" oc in 1 row(s) bhrlolagljqut 2x4 webs. 7-08-10 0-11-11 f 1' 'f (GOND. 3: 2000.00 LBS SEISMIC LOAD. I 0-11-11 3-10-05 3-10-05 0-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 12.00 V N12.00 Wind: 140 mph, h=28.7ft, 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 M-4x6 M-4x6 in the plane of the truss only. 2 M-4x8 M-1.5x3 A 3 M-1.5x3 'r 4 N N I I r- ti 0 0 I I 01 cM 6,..,=, 7 8 M-8x8 M-4x8 =M-8x8 l •1 l 4-10 4-10 y �cl �t1 PROktc, y INE 892O0PE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - XH1 4 ,/-! Scale: 0.3394 ed. . WARNINGS: GENERAL design NOTES, uniaupon the se parameters 74. OREGON ^14 1.Wilder and erection contractor should be advised of all General Notes 1.This assign Is based only upon the paremalen ahovm and b ler an individual (l t Y �. ((� Truss: XH 1 and Warnings before construction commence.. building component Applicability of design parameters and proper // J� 2.2r4 campresalon web bracing must be Installed where shown e. incorporation of component is the rosponsibflsy of the building assigner, /� -7 14 A 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bollen chords to b•laterally bread et "C/ L is the respondblity of the erector.Additional permanent bracing of continuous sheathirprssucch es phwood she.unless thing(Tthroughout//or their length 41 ']� j DATE: 6/18/2016 the overall structure Is responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown•, •!R!L�-. SEQ.: K2092292 4.No load should be eddied to any component until after all bredng and 44..Instalnt•n oftawasther�I�a.tye116 runpeottcestw.ntraunman, fasteners are complete and at no time should any roads greater than end gra for"dry suasion•are to be TRANS I D: LINK design pada be applied to any component. 8.ledge assumes Ad bearing at al supports shown.Shim or wedge If B.compuTrus has no control over and assumes no responsibility forma necessary. EXPIRES: 2131/201 7 fabrication,handling,shipment and installetion of components. 7.Design assumes adequate drainage I.provided. June 20,2016 6.Thio design Is lumiehed subject to the Ilmitstlons set forth by B.Plates shall be located on both laces of truss,and placed so their center TPWRCA in SCSI,wpbs of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of piste in inches. MITek USA,lnc./CompuTfus Software 7.6.7)1L)-E W.For basic connector plate design values see EBR-7311.ESR-1988(MITek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 1118BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-295) 133 4-2=(-1165) 657 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=( -713) 1319 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 = 95.0 PSF 0'- 0.0" -363/ 796V -143/ 219H 12.00" 1.27 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 10.2" -853/ 465V 0/ OH 12.00" 0.79 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 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.00 7 I7OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 3 _,AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0,0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.076" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.078" @ 1'- 10.9" Design conforms to main windforce-resisting //M-9X9 system and components and cladding criteria. 2 Wind: 140 mph, h=29.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads jI in the plane of the truss only. 1 0 lit lit ti 0 I m li x BEM / A -/ 4 5 M-1.5x3 M-1.5x4 1-00 1-00 0-11-11 �\co, NGP �R `S/p 89200PE i. Fr JOB NAME : NRT FRENCH 5 PLEX WITH STEP - XJ1 Scale: 0.4920 /•y., WARNINGS: GENERAL NOTES, unless otherwise noted. VP OREGON �[. Trus s X J 1 1.Builder and erection contractor should be advised of ail General Nates 1.TMs design is based only upon the parameters shown and is for an Individualt� and Warnings before construction commences. building component.Applicability of design parameter.end proper !„i. 4G,A f ♦Vv I, 2,204 compression web bredng must be Installed where shown*, Incorporation of component is the rosponsiblity of the budding designer. /a� 1 n "` � S.Additional temporary bracing to Insure stability during conkructbn 1.Design assumes the top and bottom chords to be Ielerelb Mad al l L Is the raspondbfty of the erector,Additional permanent bracing of 2 o.a and al 10'hino.croap•ds pbely unless breed t(TC)n sit their length by � RR 1L� condnuaus sheathing such as plywood sitaathlrg(TC)ensile tlrywal(BC). DATE: 6/18/2016 the overall structure Is the responsibility of the building dealgner. 3.10 Impact bridging or Mteral bracing required where shown+ SEQ.: K2 0 9 2 2 9 3 4,No low should be applied to any component until after all bracing end 4.Installation oftnss Is the responsibility of the respectNe antrador. fasteners ere complete end at no time should any loads greater then 5.Deegn assumes trusses are to be used In.non-oorreeive environment, rale ds be trio an m. and are for"dry condition"of use. tied TRANS ID: LINK c control ycompone B.Command has no aMrel over wanes no responsibility for me 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 hassumes ceden drainage Npruslded.en June 20,2016 6.This design Is tumefied wbj.a to the limitations set forth by B.Plates shall be located an both laces of truss,end plead so their center TPIM/TCA In SCSI,copies of which MMX be furnished upon request. lines coincide with joint anter lines. 9.Digits indicate size of plats In Inches. MITek USA,Inc./ConrpuTrus Software 7.6.7(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 3'- 8.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF 01SBTR LOAD DURATION INCREASE = 1.15 1-2=(-135) 100 3-4=(-197) 154 3-1=(-275) 168 BC: 2x9 KDDF 916BTR SPACED 24.0" O.C. 1-4=(-250) 319 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 PIP 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.028" MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" 12 MAX HORIZ. LL DEFL = -0.005" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.005" @ 3'- 7.9" 12.00 7 2 --e' Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 190 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), 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 M-3x9 i N .., iNkk cel I 0 I116X _+ iiiiiii f 3, ►�q -/ -1.5x3 M-1.5x3 y 1-09 y 1 1-11-11 cO PR0At0 (PROVIDE FULL BEARING;Jts:3,9,2 I r��..°' „y('NL: � 4> t. &9200GPE '�s"' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - SJ2 ....0"iiie Scale: 0.4806 WARNINGS: GENERAL NOTES, unless othowlse noted. 1. I.y�++�y ryA i Ct 1.Builder and erection contndor should be advised of a1 General Nates 1.ThIs design Is based only upon the parameters shown and Is bOREGON for Individual A Truss: S J2 and Wamings before construction commences. building component.Applicability of design parameters and proper /J N 2.1x4 compression web bndng mud be installed where shown«, Incorporation of component Is the responsibility of the building designer. �'; '7 yI y.A �.� 4 3.Addpbnel temporary bracing to insure debility during construction 2 Design assumes the top and bottom choless rdaced s to be laterally braced et GJ 1 Y ��1 hout their length by N the respondbilty of the eredor.Additional permanent bracing of nonnnuou asheathing rsuch h as plywood sheathing(TC)and/or drywall(9C). DATE: 6/18/2016 the overall structure h the responsibility of me building designer. 3.20 Impel bridging or lateral bradng required where shown++ � �� SEQ. : K2092294 4.No load should be epplied 10 any component antlIaSerell bradng end 4,installation silationatm. ltro llathe aposi�IaNyeftin h�eepoulluen rrosive nnrator.n.m, fasteners ere complete and at no time should any bads greater than led en for"dry condition.busses sof 10b. TRANS I D: LINK design bads be applied to any component. e.Design assumes N1 bearing at el supports shown.Shim or weeps if 5.CumpuTNs has no control over and assumes no responsibility for the N eary, EXPIRES: 12/31/2017 fabrication,handling,shipment end lnstalleSon of components. 7.Design assumes adequate drainage Is prodded. June 20,2016 8.This design Is furnished waded to the limitations set forth by 8.Plates Oa be located on both faces of truss,and placed so Meir center TPINJTCA in SCSI,copies of which vii be fumined upon request. Ines coindde with Joint ceder line. 9.Digits Indicate size of plata N Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L}E 10.For bask connector plate design values see ESR-1371,ESR-1988(Well This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 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: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-146) 105 2-5=(-1070) 1309 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. 7305. LL( 25.0)+13L) 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. 7305. DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I 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 PSF 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.083" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.084" @ 3'- 10.9" 12 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=30.2ft, 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-9x9 0 , 1 f r- 4 4 o om li f t , 4 5 M-1.5x3 M-1.5x4 1 y y l ��.o P R OF4., 615, 1-00 1-00 2-11-11 �c'6,. NG'N 'fr -/ C. 4 89200PE 9r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - XJ2 Scale: 0.3694 -'IMP !!i WillCr WARNINGS: GENERAL NOTES, unless otherwMlerie noted' OREGON toTruss: X J2 1.Builder and erection contractor should be advised of al General Notes t.This design is based only upon the parameters shown end Is for en individualL "'{.�' �j and Warnings before construction commences. building component.Applicability of dealgn parameters and proper �ha A,2.244 compression web bradng mud be Installed where shown+. Incorporation of component h the responsibility of the building designer. /0 14 4 3.Additional temporary bracing to Insure stabllty during construction 2.Design easumea the tap and bottom chortle to M laterally braced at Is the responsibility of the erector.Adtllbnal permanent bracing of 2 o.c.and at 10 o.c.respectively unless braced throughout their length by DATE: 6/18/2016 the overall structure Is IM responsibility continuous sheathing or sten i bracing plywood Metl cohere)andlor drywel(BC). ('1 �4 apor.Addy orthe rman g t braci g 3.2a Impact bddgkp or literals*wo d eh required where Mown•* Fi SEQ.: 2 0 9 2 2 9 5 4.Na 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 Mould any bads greeter than 5.Deign assumes trusses are to be used in a non-corrosive environment, dee*loads be applied to any component. and era tar"dry condition of use. TRANS ID: LINK 6.Design assumes Ngbeedng at el supports shown.Shim or wedge if ry 7 5.CompuTms has no control over and 86./111106 no reaponelbility forth. necessary. EXPIRES: 2l[]31 ry I/G 01 rabrlceBon,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided, June 20,2016 6.This design to furnished subject to the limitations eel forth by S.Plates Mal be located on both feces Ohms,end placed so their center TPW/lCA in SCSI,copies of which will be rumlehed upon request. Anes coincide with joint center lines. MITek USA,Inc./Cam uTrus Software 7.6.71E E o ForbDigitIndicate conecor ppktamign vat P ( )- 1 9. bald connector plate design values see ESR-1311,ESft•1 gS8(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-341) 136 4-5=(-286) 159 4-1=(-584) 175 BC: 2x9 KDDF #1NBTR SPACED 24.0" O.C. 2-3=(-169) 0 1-5=(-250) 463 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -95/ 998V -115/ 247H 5.50" 0.72 KDDF ( 625) OVERHANGS: 0.0" 29.0" 1'- 6.7^ -264/ 131V 0/ OH 5.50" 0.21 NUDE ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 8.7" -306/ 937V 0/ OH 1.50" 0.56 RUDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.028" MAX LL DEFL = -0.039" @ 5'- 8.7" Allowed = 0.133" MAX TL CREEP DEFL = -0.051" @ 5'- 8.7" Allowed = 0.200" 3 d MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" MAX HORIZ. LL DEFL = -0.010" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.010" @ 3'- 7.9" 12 12.00 177 Design conforms to main windforce-resisting system and components and cladding criteria. 2 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, i, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 i r 0 tL M-4x6 1 cat11 0 r-1 1lk. 4.=." M-1.5x3 M-1.5x3 l l l � ',t) PRQ .. 1-09 3-11-11 �C ,AGIN . �'/© !PROVIDE FULL BEARING;Sts:9,5,2 •0. LV �" 820rypE r JOB NAME : NRT FRENCH 5 PLEX WITH STEP - SJ3 ' ",,. ----.. Scale: 0.3944 r'1w • � WARNINGS: GENERALNOTES,b, unless dhhrvAeennete: OREGON fs , 1.Builder and erection controdor should be advised of tl General Notes 1.This design h based only upon the parameters shown and la far an Individual OREGON l.�A A V �{✓ . Truss: SJ3 and wamings before construction commence.. building component.Applicability of design parameters and proper /� Nt4 dc. 2.2a4 companion web bradng must be metalled where shown w. incorporation of component la IM roapanstbpny of the building tlestgnar. �. " � 1 A (1 c) 4 3.Additional temporary bracing b Invere stability during construction 2 Design saunas the top and bottom chorda to be laterally bread at 't L Is an respondbIA f IM eredor.Additional M bracing of 2 ntio. and at 10 0.0.(such as plyplywood unless thin throughout mak length by J7X�.4 t I�� 7o german continuous strosthing suchas.Aegtesheaced thr uaw,,5tlrywegthb ___°f°^!!! aLj7 DATE: 6/18/2016 the overall structure Is the re°ponslbnny of he building designer. 3.2x Impact triaging or lateral bracing required where shown 5+ S EQ. K2092296 4.Na load should be applied to any component until seer all bracing and 5.Installation 51111us trussxhhe remove useeityd I.u drrosiv..motsr. , fasteners are complete and at no time should any sad.greater than e design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK s.Compurrus Ms no control over am assumes no reeponalbnny for the 8.Design assumes inn bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 mammy. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. June 20,2016 6.This design k furnished subled to the limitations set font by 8.Plates shall be haled on both faces of truss,and placed so their center TPI WICA In SCSI.copies of which will be fumished upon request. Ines coincide vim Mid center line. 9.Digits Indicate she of plate in msh.a. MITek USA Inc.ICOmpurras Software 7.6.7(1L)-E 10.For basic connector plata design values see E513-i311.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 99 2-10=(-289) 1949 10- 3=7 0) 266 14- 7=(-492) 168 BC: 2x9 KDDF #1413TR SPACED 24.0" O.C. 2- 3=(-2476) 406 10-11=(-291) 1947 3-11=(-345) 109 7-15=7 0) 301 WEBS: 2x9 KDDF STAND 3- 4=(-2068) 397 12-13=7 -4) 20 4-11=(-473) 280 LOADING 4- 5=(-2104) 576 13-14=(-235) 1492 12-11=7 0) 98 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1483) 938 14-15=(-294) 1891 11-13=(-166) 1141 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-1990) 405 15- B=(-292) 1893 11- 5=(-299) 1117 TOTAL LOAD = 45.0 PSF 7- 8=)-2454) 415 13- 5=(-157) 674 OVERHANGS: 18.0" 16.0" 8- 9=( 0) 99 13- 6=(-794) 259 LL = 25 PSF Ground Snow (Pg) 6-14=7 -31) 480 BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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) OND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/360, TL-L/240 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -I'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.106" @ 11'- 3.5" Allowed = 1.203" MAX TL CREEP DEFL = -0.211" @ 11'- 3.5" Allowed = 1.804" 17-06-15 19-05-01 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.100" f f of MAX TL CREEP DEFL = -0.015" @ 38'- 6.0" Allowed = 0.150" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 4 I . f f ,,e f MAX HORIZ. LL DEFL = -0.050" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 12 12 8.00 M-6x8 Qe.00 6 6.0" Design conforms to main windforce-resisting system and componentscladding Yi! y and criteria. Wind: 190 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, M-1.5x3 M-3x4 End vertical(s) are exposed to wind, 111111 • Truss designed for wind loads in the plane of the truss only. M-5x6(S) M-5x8(5) 0.25" 3 0.25" �% 7 1111111111111111k\ � rn 0 I 11I�_- t"1 I Or 0 1 lO o I M-3x6 M-1.5x3 CV o - M-&k8 M-3x8 0.254 M-1155x3 -M-4x4 ,,\ : M-1.5x3 M-5x6(5) o l l l i ) y y E0 PROFr 5-09-04 5-07-04 6-02-07 5-09-06 6-07-01 7-00-10 ti Cs_ i o6y 11-02-12 l l i ,c'S !�`C1GIPN 7: `r/© 37-00 ,_'.4., " 89200PE �<' JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Z1 4 :41d Scale: 0.1978 MI.Builder GENERAL.Thi. NOTES, unless otherwiseH.par noted. 7 41OREGON (4y Truss: Z 1 1.endear and erection contractor Mould be advisede. of all General rates I.buil building on I.based only upon Applicability o p wage ar shewn and b op,IMIWdwI entl Waminoa hebn consirudbn commencos. bullring component. neatleh of design pay of en and proper a /� 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component N the responsibility of ihebulming tlaslgner. R✓ "7 1' 2 h� 3.Addtibnal temporary breoing to Inure stabilby during construction 2.Design cd t ip the top and bottom moms la he laterally braced at Q ( 4. [.VV Is the responsibility of the erector.Additional permanent bracing of 7 oii and at 10'o.c.roepacdvely unless braced)10) out,hair length by DATE: 6/18/2016 the overall structure lathe recontinuous sheathing such as plywood sheat inti(%)and/or drywaA(BC). � n I t eponnnnrp of the building designer. 3.25 Impact bridging or inters!bracing required where shown+a n Il M{w SEQ. : K2 0 9 2 2 9 9 4.No had should be applied to any component until after all bracing and 4.Install/Ulan of Inns Is the respansiblAty of the respective contractor. fasteners are compete end at no time should any loads greeter than 5.Design assumes trusses are to be used m a non-corrosive environment, TRANS ID: LINK design loads beepplledtoany component. and are hr"dry condition.of use. S.CompuTny hes no control over and assumes no reeponelAtiy for the 6.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2017 neceua fabrication,handling,shipment and Insisllatlon of components. Design7. ns d. 6.This design Is furnished subject to the limitation set forth by B.Plates shal be located on both faces quate drainage l0 h ass �and placed so their center June 20,2016 TPIWICA in BCBI,copies of which will be fumiehed upon request. lines coincide with 101 center Ines. MITek USA,Inc./CompuTrue Software 7.6.7(114-E B.Digits indicate size of plate In Inches. 10.For bask connector plate Mslgn values see ESR-1311,ESR-LBBB(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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 #16BTR SPACED 24.0" O.C. 2- 3=(-2007) 410 8- 9=(-277) 1855 2- 9=(-300) 124 5-12=( -38) 457 WEBS: 204 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 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) +' For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 1643V -297/ 300H 5.50" 2.63 KDDF LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.098" @ 11'- 0.5" Allowed= 1.186" MAX TL CREEP DEFL = -0.196" @ 11'- 0.5" Allowed= 1.779" MAX HORIZ. LL DEFL = -0.047" @ 36'- 0.5" 17-03-15 19-02-01 MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 Design conforms to main windforce-resisting f f f T system and components and cladding criteria. 12 12 HM-6x6 ''' j8.00 Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 8.00 (All Heights), 6.0" load duration factor=1.6 Cat.2, Exp.B, MWFRS(Di r), 4 ,f-,( End vertical(,) are exposed to wind, 241Truss designed for wind loads in the plane of the truss only. -3x9M-1.5x33 M-5x6(5) M-Sx6(S)0.25" 0242 cm of u•.� 0004111ppo: dAllh M-9x6rnr1 1++ 8I 91 ._. o M-5x6 M-1.5x3 N � �'. o „ ti0 11 12 13 •+7 M- x8 M-3x8 0.25" M-1.5x3 0l M-1.5x3 M-5x6(5)y y 5-06-09 5=07-09 y 6-02-07 y 5-09-06 6-07-01 y t 6-09-10 y eco o�NEk �4p 10-11-12 25-06-04 - fJ ,* . y y 11 36-06 89200PE C` JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Z2Sala: D.15DBi���� WARNINGS: GENERAL NOTES, unessotMmea naled lee �OY"1 OREGON Ja .. 1.Builder and erection emMndor should be advised of all General Notes I.This dee6s Is based only upon the parameters shown and h for an Individual REI+I I V ate_ [4 i Truss: Z2 and Wemings before construction commences building component Applicability of design parameters and proper A A n pt\lam `,` 2.2r4 compression web bracing mud be InNalbtl where shown+. Incorporation of component Is the responsibility of the building designer. A 9-Qt Additional temporary bracing to insure stability during construction 2-Design assumes ms top end bottom dons a be laterally braced el C_ by Is the responablMN or the erector.Additional permanent bracingf c ntin end at ea h.e.rospesuch as p14 1004.eethin(TE)and/or dry length). 416" R I L` o continuous t 17 o.c.such as plyeN utile s braced throughout hoot their tlry length). y DATE: 6/18/2016 the overall Nrucere la the responsibility of the budding designer. 3.2s Impact bridging or lateral bracing requked where Mown++ SEQ.: K2 0 9 2 3 0 0 4.No load shows be applied to any component until alter di bradng and 4.Installation of buss Is the responsibility of the reapadlve contractor. fasteners Sr.complete and at no time mould any loads greater then S.Design assumes trusses are to be used Ins noncormehe environment, TRANS ID: LINK design bads be applied to any component. andgnassure for ry NII bea"ofuse. 5.CompuTrus Ms no control over end assumes no responsibility for the S.necessary.nes NA bearing al an suppore ehawn.Shim or wedge II EXPIRES: 12/31/2017 fabrication,handling,shipment end kMsiletbn of components. 7.Design mimesadequate drainage b prodded. June 20,2016 8.This design is furnished subject to the limitations set forth by 8.Plates shell6.8bbe bboded on both rams of twee,end placed so their center TPWJICA in SCSI.cepa,or which all be famished upon request. Digitsindicate coincide ee No piste center with joint lines. g, MITek USA Inc.ICompuTrus Software 7.6.7(10-E 10.For basic connector pate design values see ESR-7371.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( -80) 96 14-15=(-238) 1178 1-14=( -119) 79 8-21=( -272) 738 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-1624) 481 15-16=(-306) 1702 14- 2=(-1832) 434 21- 9=( -564) 309 WEBS: 2x9 KDDF STAND 3- 9=( 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"0C. 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=(-1938) 586 21-22=(-307) 1572 5-18=( -309) 169 23-13=( -193) 94 8- 9=(-1917) 687 22-23=(-274) 1160 6-18=( -379) 272 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIF 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=( -927) 1088 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -90) 119 20- 7=( -251) 720 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 8=( -759) 369 "' For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -256/ 1693V -304/ 308H 5.50" 2.63 KDDF ( 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 4 T T 1 1 .( 4 3-03-021-11-08 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 i 0-0102 -07-0 ' '3-10-09 TA�2-03ILI 4-03-03 .)`+� f .r ,r1 `� VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-04-01 1 MAX LL DEFL = 0.093" @ 12'- 0.5" Allowed = 1.779" 9-02-03 MAX TL CREEP DEFL = -0.185" @ 12'- 0.5" Allowed = 2.372" f 12 12 IIsi-6x6 12 12 MAX HORIZ. TL DEFL = 0.064" @ 36'- 2.5" 8.00 8.00 6.0" Q 8.00 9.00 s Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 M-1.5X3 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x10 load duration factor=1.6, M-9x6 M-5x6 1.1M-4X6 9 S lel End vertical (s)(s) are exposed to wind, ��✓, Truss designed for wind loads in the plane of the truss only. M-3x6 2 ,11Fil M-3x6 2 M-1.5x3 r f o M-1.5x3 1I 11111"1111( m 3 19'• 15 il: 18 io o Or M-3x5 M-3x8 N '�` o M-1.5x3 o1 lt7i-b5c8 M-3x8 0.25Z� 22 +23 �N '-' M-3x8 M-3x5 M-1.5x3 M-5x6(S) y y , l )' y k k l 6-10-14 2-09-D203-03-12 5-02-07 7-02-11 3-01-15 8-09-07 y 10-11-12 y 25-06-04 y �,fiC, • Q`�*GINE , `u61, y 11-11-12 1 00 24-06-04 �� '*,N `" 0e J• 36-06 ,1 89200PE �t JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Z3 40011.1.,..„-- Scale: 0.1352 _ WARNINGS: GENERAL NOTES, unless othervdse noted 1.Builder and erection contractor Mould be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Z3 braidingf7� OREGON ,�4J'. and Warnings bears bracing ton commences. incorporation component.fcomponent is lity of design parametersityoft and proper �7 2 bi�� 2.2a4 compassion web bracing must be installed where shown+. Incorpoation of component Is iha raaponsibAky of the building designer. �� q 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bottom dards to be laterally braced al Is the responsibility of the erector.Additional permanent bracing of T a.c.end at 10 o.c respectively unless braced throughout their length by DATE: 6/18/2016 the overall structure a the responsibility of me building designer. 2c Imp ow rdginglor sten lateral b acng re uired n5(TC)and/or drywep(BC). :R-1[,��� 3.In tmpactboftrus or thpredn5ity 51 the where Mown+a 7l SEQ.: K2 0 9 2 3 O 1 4.Na load should be applied to any aamponem nm after all bracing and 4.Installation of truss 1a me responsibility of the reapeaNe contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosNe environment, TRANS ID: LINK design loads be applied to any component. and are for"dry conches"of use. 5.Compuims hes no control over and assumes no responsibility for the a.Design assume.full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication.handling,shipment and Installation of components. necessary. 7.Design assumes 6.This design b furnished subject to the lImitstions set forth by B.Plates shall be locateed one both faces ofis�ss,e anplaced as their center June 20,2016 TPWV1CA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. MITek USA Inc./Com Trus Software 7.6.7(1 L E 5.Digits indicate size of plate 1n Inches. )- 10.For basic connector plats design values see ESR-1311,ESR-7585(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -80) 96 14-15=(-190) 1194 1-14=( -119) 83 8-21=( -555) 770 BC: 2x9 KDDF #160TR SPACED 24.0" O.C. 2- 3=(-1624) 662 15-16=(-302) 1725 14- 2=(-1832) 639 21-10=( -601) 573 WEBS: 2x9 KDDF STAND 3- 4=(-130B) 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- 9=) -907) 404 22-12=( 0) 359 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1993) 1095 20-21=(-221) 1356 16- 4=( 0) 31 12-23=(-1858) 747 TOTAL LOAD = 95.0 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 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1358) 806 18-20=) -167) 1179 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 2012. 12-13=) -105) 148 20- 7=) -442) 742 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 8=( -782) 551 ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -256/ 1643V -376/ 324H 5.50" 2.63 ROOF ( 625) 36'- 6.0" -357/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) 17-03-15 19-02-01 3-03-02 1-00-08,-- 5-00-11 /3-00-06 2-10-07/ / 4-08 �l ICOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. 3-09-08 '' /-05-10 1S06-f2 •r 3-10-09 I 0' 09 9-01=07 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '1' '1 1' '1 'f-f •1' 1' 1' '1' MAX LL DEFL = 0.112" @ 24'- 10.1" Allowed = 1.779" 7-04-01 MAX TL CREEP DEFL = -0.185" @ 12'- 0.5" Allowed = 2.372" f f MAX HORIZ. LL DEFL = -0.039" @ 36'- 2.5" 12 12 IIM-6x6 12 12 MAX HORIZ. TL DEFL = 0.065" @ 36'- 2.5" 8.00 8.00 6 0" Q 8.00 Q 8.0o 7 dS( Design conforms to main windforce-resisting �`\ system and components and cladding criteria. M-1.5x3IIIII M-5X750 M-3x9 0-5x6 Wind: 140 mph, h=15ft, TCDL=6,0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=l.6, M-4x6 M-9x6 End vertical(s) are exposed to wind, Nok 3 1 Truss designed for wind loads ilr�,�„ `.� in the plane of the truss only. M-3x6 2 M-3x6 0 I rn \SI M-1.5x3m- fM-1.5x3o I3 /r kta O O 19** 15 11) 181- o- O M-3x5 M-3x8 M-1.5x3 I 1 [181-13x8 M-3x8 22 053 `4 0.252 M-3x8 M-3x5 M-1.5x3 M-5x6(S) 6-10-14 2-09-6209-03-12 5-02-07 7-02-11 3-01-15 8-09-07 y r P R rlpt * 10-11-12 y 25-06-04 l .,s,V„`ro'� <".�„�,INiE �/© 24-06-04 �'7y' 11-11-12 1-00 y y 89200PE r 36-06 JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Z4 ,'� ''' Scale: 0.1352 '', , 10 CC WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �)*- 1.Builder end erection contractor should be advised of al General Notes t.This design l based only upon the parameters shown and b for anindividual ' ' A-�OlRI IGVIV 'K✓ Truss: Z4 and Warnings before conetrudlon commences. building component.Applicability of design parameters and proper •✓, 2.94 compression web bracing must be metaled where shown+. incorporation of component a the responsibility of the building designer. 'b -7 A ZA,I " 3.Addlbnal temporary bracing to Insure stadia),during construction 2 Destgn assumes the tap and bottom chords to be laterally breath at "V `t Is the maponibillty of the erector.Additional permanent bract f 2'ntio. end al t P c.c.respectively ply unless dated throughout r d yeir length) R 19� germane bracing o continuous sheathing such as plywood aheatdng(TC)anNor drywaX(BC). DATE: 6/18/2016 the overall structure Is the reeponsibley of the building designer. 3.2s Impact bridging or lateral bredng required where shoam 0 0 SEQ.: K2 0 9 2 3 0 2 4.No bad should be applied to eny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK deo loads be applied to any component. and are "dry condition"of use. lie 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes NI bearing at al w ns shown.Shim or wedge it EXPIRES: X P I RES,. 12131/2017 2/31)�J 01 7 wary. G/1 r.(1Ct7 1 L/.�} ta:, e fabrication,handling,shipment end Instaletlon of components. 7.Design assumes adequate drainage is provided. June 20,2016 6.This design Is furnished eubJed to Be limitations eel forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJICA In BCSI.copies of which oil be furnished upon request. lineg.Digits coincide Ith a of joint plateecenter ellilines. e. ns MITek USA,Inc./CompuTrus Software 7.6.7(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 36'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1.116BTR LOAD DURATION INCREASE = 1.15 1- 2=( -81) 96 14-15=(-215) 1230 1-14=( -119) 84 9-21=1 -581) 784 BC: 204 KDDF #119TR 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=( -133) 464 10-22=( -715) 268 LOADING- 3- 6=( 0) 0 17-19=( 0) 0 15- 3=( -301) 608 11-22=( -281) 590 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 4- 5=(-1879) 1063 19-20=1 -5) 17 15- 4=1 -907) 531 22-12=( O) 360 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1993) 1327 20-21=(-347) 1359 16- 4=1 -2) 31 12-23=(-1858) 887 TOTAL LOAD = 45.0 PSF 7- 9=(-1438) 1005 21-22=(-549) 1572 4-18=1 -334) 237 23-13=1 -170) 202 9-10=(-1933) 1268 22-23=(-561) 1160 5-18=1 -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 2012. 12-13=( -106) 148 20- 7=( -567) 778 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PUP. 20- 9=( -817) 701 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (oon). LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -296/ 1643V -398/ 369H 5.50" 2.63 KDDF ( 625) " For hanger specs. - See approved plans 36'- 6.0" -436/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) 17-03-15 19-02-01 3-03-02 2-07-04 3-11-08 3-04-15 4-01-07 .y k.ND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-09-08 05-10 1-�1-(03 4-03 -10-o71 f 4-08 VERTICAL DEFLECTION LIMITS: LL=L/290r TL=L/180 T 1' 1' 4' '' 1' 1' ' 1 ' I MAX LL DEFL = 0.128" @ 24'- 10.1" Allowed = 1.779" 7-04-01 MAX TL CREEP DEFL = -0.185" @ 24'- 10.1" Allowed = 2.372" M-6X6 MAX HORIZ. LL DEFL = -0.039" @ 36'- 2.5" 12 12 12 12 0„ 8.00 8.00 MAX HORIZ. TL DEFL = 0.066" @ 36'- 2.5" 8.0017 8.00 I7 6 M-1.5x3 6 a\ 61,1-3x4 Design conforms to main windforce-resisting 111111111111/91 \ system and components and cladding criteria. 4111 M-5x10 _5x6 Wind: 190 mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-9X63 I l`M-9X6 End vertical(s) are exposed to wind, ` Truss designed for wind loads in the plane of the truss only. M-3x6 z M-3x6 ' 2 I rn M-1.5x3 00/111/1/IL I /- r o M-1.5x3 0 /- 14'" 15 11: 18p1` 3 M-3x5 M-3x8 .. M-1.5x3 1 lllf-b9ce M-3x8 0.254 M-3x8 M-3x5 *i3 -,,,J.„ M-1.5x3 M-5x6(5) ,L l . l l 1 ,1 l )' 6-10-14 2-09-D203 02-12 5-02-07 7-02-11 3-01-15 8-09-07 ), �0 P R Opt y 10-11-12 ,, ; 25-06-04 GIN 4. / 11-11-12 1-00 24-06-04 ;,j '� � Q . 1 y 36-06 S92O0PE JOB NAME : NRT FRENCH 5 PLEX WITH STEP - Z5 '' Scale: 0.1352 :' ''� i' _ I.Buft WARNIN08: O.This L deNOTEb, unless lithe se noted. 7 4"UI'1Eta O1V �0(/ Truss: Z 5 1.Builder and erection contractor Medd be nese. of ail General Notes Thisdesignon is based only upon the designparameterspar shown and Is for an individual and Werntnge before construction commence.. building component.Applicability neatisthe o!design pay of t ere and proper A 2.294 compression web bracing mu*be installed where ahovm 5. Incorporation of component Is tlro rosponstbNtiy of the building designer. �,✓0 -7 n 3.Additional temporary bracing to Inure stability during construction 2 Design assumes the top and bottom Morris to be laterad braced at 14L ON Is the responsibility of the erector.Additional permanent bracing of 7 o c and et 70 o.c.rsapedNel unties braced throughout their length by /�' �� continuous sheathing each as plowed where and/or dryxal(BC). '1� DATE: 6/18/2016 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where Mown** SEQ.: K2 0 9 2 3 0 3 4.No load should be applied to any component unit after all bradng and 4.Installation*buss Is the responsibility*the reepectNe contractor. fasteners are complete and at no time Mould any loads greater than 5.Design assumes trusses aro to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are tor'dry condition"of use. 5.CompuTrus has no control over and assumes no reapunsiblpty/or the 6.Design ammo ful bearing.1 as supports shown.Shim or sedge 8 EXPIRES_ 12/31/2017 fabrication,needling,shipment and Installation of components neelgnaass 1 7.Pence hall be drainage is provided.an June 20,2016 8.This design n I,sed cabledsofi the limitations rset od forth r 8.Platen shall be located on both faces of truss,and plead so their center TPVNRCA In SCSI,copies of Mich villi be Nmlahad upon request. pose colndde with)pint center lilies. uTrus Software 7.6.7 1 L E 5.Digits indicate size of plate In inchesMiTek USA,Inc./Com P ( )' 70.For basic connector plate design values see ESR-1311,ESR-1988(k6Tek) 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 "oc spacing. TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 2400F SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD, I WEBS: 2x4 KDDF STAND Design conforms to main windforce-resisting LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF7-10, TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=33.8ft, TCDL=6.0,BCDL=6.0,2, Exp. ASCE RS(D (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) load duration faater=l.6, End vertical(s) exposed to wind, ALL FLAT TOP CHORD AREAS NOT SHEATHED Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous M-1.5x9 or equal at non-structural bearing wall for entire span UON. vertical members (uon). 16-09-07 1-07 18-07-09 1 1' 4 4 8-00-07 7-08-15 1-00-01-0D-00-01 5-09-15 5-08-03 6-01-07 T T T T T T T T T 12 8.00 12 :_ - - 6M-6x6F778.00 efiMMMMWeigy M-3x5 M18HS-5x16(5) 0.25" J�� M-Sx8(S) 0.25" M-4x8 z �',I -4x801 N1 �Ma ,I,1��_ I,__. ,) 11111111111*:° i � 1o F nt en 12 M-Ya8 M-13x8 0.25d5 M--x6 M-Vx8 18 M-5x6 M-5x6(S) M-5x6 �90 PR.0p , J, y J. J. J, l J. c;� GINS 7-08-15 7-10-11 4-00-06 5-09-15 5-08-03 5-09-15 y � N ,�, C7� y y :9200p r` 1-06 37-00 1-06 JOB NAME : NRT FRENCH 5 PLEX WITH STEP — Z6FW Scale: 0.1853 goo WARNINGS: GENERAL NOTES, unless otherwise noted: ' OREGON �„+/'t/'y M�1 A.1.Builder and eredlon contractor should be advised oral General Notes 1.This design la based only upon the parameters shown and Is bran individual �� V M-lGl \✓'V V,I Truss: Z6FW and Warnings before construction commences. building component.Applies/billy of design parameters and proper ♦ ` 2.204 compression web bradng must be Installed where shown o. Incorparetion of component Is IM nspondblky of the building designer. I/� 1 I_ 14 fl ` t.4 3.Additional temporary bracing to Insure stabllly during construction 2 Design assumes ms top and bottom chortle to be laterally bawd et 'L/ 'Y G tt__ by Is the rewonNMMy of the erector.Additional permanent bracing of centro and et ea hino.ereepectMly cod s eacetl(7C)throughout coaly length), _ FIR I LA- tlnuow sheathing such lb*wood required a where)and/or drywef(BC). DATE: 6/18/2016 the overall amature is me reap9nalbnly of building designer. 3.�Impact bridging or lateral mane regao-ad ween mown.. 4.Na load should be applied to any component until afterPIbradng end 4.Installation of true,is responsiblity of the respedle contractor. SEQ.: K2092309 fasteners are complete and at no Ems should any loads greater than 5.Designeaaumeetruseesare tobeused leanon-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.deign loads Me no control overandoneumaa no responsibility or me S.Design assumesfull bearing at al supports Mown.Shim or wedge If EXPIRES:. "12/31 f�!017 necewary. EXPIRES: !L J I1 Gv fabrication,handling,shipment end Instelkllon of components. 7.Design assumes adequate drainage Is provided. S.This design b furnished subject to the limitations set forth by 5.Plates shall be located on both feces of truss,and placed ao their center June 20,2016 TPUWICA In SCSI,copes of which WI be furnished upon request. lines colndde with joint center Sc... 9.Digits Indicate We of plate In Inches. MITek USA,Inc./CompuTrUS Software 7,6.7)1L)-E 10,For basic connector piste design values we ESR-1311,EBR-1988(M1Tek) Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION 1 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 MINDimensions are in ft-in-sixteenths. •;6‘,. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability biro bracing forts re system,ired. e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. Q_1/16Siosii 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I illiff_ O •. �� p bracing should be considered. O=IRMA* O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-e cs 7 cs s designer,erection supervisor,property owner and plates 0 "U 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 / Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the by text in the bracing section of the SP approved/new 2005/2012 NDS represents ALSC apvalues 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 v....0, 15.Connections not shown are the responsibility of others. Indicates location where bearings 116.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. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ® ( number where bearings occur. 1 ` Min size shown is for crushing only. �1/f1110 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design]front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. snot sufficient. BCSI: Building Component Safety Information, flek 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013