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Plans PERMIT ADDRESS CLOSED _an 8.1 MST2016-00562 13330 SW BEACH PLUM TER 8.2 MST2016-00563 13344 SW BEACH PLUM TER 1111 8.3 MST2016-00564 13350 SW BEACH PLUM TER 8.4 MST2016-00565 13356 SW BEACH PLUM TER 8.5 MST2016-00566 13362 SW BEACH PLUM TER M jure k/'' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-295_UPPER Fax916/676-1909 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: R47725172 thru R47725186 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. �(R�D P R OFFsS' �NGINEfiR QO2 <14 `_ 87022PE 9f N N SAT OREGON rP •2BER �1 �a0 OS A. HEOP I/ E TES: 16/ 0/21 June 29,2016 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 ANSUTPI 1. Job Truss Truss Type IQty Ply POLYGON R47725172 PL16-295_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - - - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 2911:01:16 2016 Page 1 ID:5eV?tdjYIz0X2xysiFDVpzsmUO-IFXDQBeCNZu2zRFnhgyWgbK7OgNECs4mRQGA_z1Q H I 1-9-12 I 2-6-0 Scale=1:18.2 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 2, •e 8` 7 v / \ 3x5= 3x4= 3x4= 9-8-4 0. p 1 9.6-12 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud 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 Incr 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. (Ib)-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 46=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. ,�F,ED PRO' FFS � 5 �N('I NEER sio* 87022P r- i y <c`Aj, OR GON ti,0IL 'Ab '4,1,13E14 N14(,) OS A. 1- EXPIRES:06/30/2017 June 29,2016 i T NIfy ®WARNING-Veridesign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall bulding 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 BCS!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 PL16-295 12 1 UPPER F02 Floor R47725173 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 2911:01:17 2016 Page 1 ID:SeV?tdjYIzOX2xysiFOVpzsmUO-mRScdXfgBtOvbag_F XT1Notuno_1zbGE?SAgiRz1Q_G 1 0-9-4 1 2-6-0 Scale:12"=1' 1.5x3 I I 4x8= 1.5x3 I I 3x4= 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 1 e 9 c e e 11 10 91� 4x4= 8 4x8 = 3x8= 3x5= 1 13-9-4 I 0-1 13-7-12 Plate Offsets(X,Y)— ftl:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid 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 Ina YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:67 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 puffins, 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) 8=600/0-1-8,11=600/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1028/0,3-4=1028/0,4-5=1282/0,5-6=-1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=973/0,6-9=0/523,4-10=-349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 'k\EOPRQFF ��tiNs EFs; �ctNG 0 2 87022Pr• 17_,� , ' cv c"‘"'ojC OR GON qfQ4N o'LjgER -Po, H - 90. EXPIRES:06/30/2017 June 29,2016 ` I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI47473 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 info the overall budding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing BYB■ /Tek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the h fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,OSB-B9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Skeet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47725174 PL16-295_UPPER F03 Floor 22 1 __ Job Reference(optional) Pacific Lumber✓&Truss Co., Beaverton,Oregon = - 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Jun 29 11:01:17 2016 Page 1 -- - - ID:SeV?tdjYilzOX2xysiFDVpzsmUO-mRScdXfg8tOvbaq_FXTINotujo_Szc9E?SAgiRz14 G I 2-1-4 I 2-6-0 I 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 He e e 0 400000000000000.,„ % a e 1' 10 9 1 3x5= 4x8= 3x8= 3x5= 0-1179 15-1-4 I 021-8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d 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 Incr YES WB 0.36 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=659/0-1-8,11=659/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1418/0,3-4=1418/0,4-5=1476/0,5-6=1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=1086/0,6-9=0/636,2-10=0/709,2-11=995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<- co PRQFFss c\c, ttJC,INE�tR , , �� 8 • 2PE 19� N i >" H y fiAT OREGO c �0' 4.8ER -0 qO SA- HE¢� EXPIRES:06/30/2017 June 29,2016 0 N 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 Wield®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulding designer must verify the applicability of design parametersand properly incorporate this design into the overal bulding design.Bracing indicated is to prevent buckling of individual truss weband/or chord members only.Additional temporary and permanent bracing �iT@�t� " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding The 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPlt Sanity Crleda,DSI.89 and BCSI Buiding Component Suite 109 Safety Inlormalion available from Truss Plate Institute,218 N.Lee Stree},Suite 312,Alexandria.VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47725175 PL16-295 UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed.Jun 29.11:01:18 2016 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-Edf rsgSvA8mDkPApF?_voP3ZBLSi2FNEIvNEtz1Q_F 1 2-6-0 Scale=1:23.2 5x8 = 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5 = 1.5x3 II 1I . 3 4 5 6 7 •— a 0 11 10 9 6k 5x5= 4x8= 3x6= 3x4= 0-1p8 13-4-0 I 0-128 13-2-8 Plate Offsets(X,V)- 111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl 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 0.25 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.18Btr(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=-087/0,2-10=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. CkOn ��co �cNGINEFr9 6, `r 8 • 2PE (9r T' ,‘ i > -7 �- , OREGO rL� (t// 'AO ‘MSER \\ .,o On A. HE04P EXPIRES:06/30/2017 June 29,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not11111 a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated Ls to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing e1.' M�T is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the [Y1 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualty Criteria,DSB-89 and SCSI Balding 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 R47725176 PL16-295_UPPER F05 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - = "--. - 7.530 s.Jul 11 2014 MTek Industries,Inc,Wed Jun 29 11:01:18 201.0 Page 1 - - - ID:5eV?tdjYilz0X2xysiFDVpzsmUO-Edf rsgSvA8mDkPApF?_v0P_2BIdi0YNEIvNEtz1Q_F 1-10-4I 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 e e e a _ 0 71.- — e o o e 10 9 4x8= 4x10= 4x8= 4x8= I 15-1-4 I 15-1-4 Plate Offsets(X,V)— 11:Edae,0-1-81,f8:Edae,0-1-81,111:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/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 Incr 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 kE 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) 11=950/0-5-8,8=1077/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=2061/0,3-13=2061/0,3-14=2061/0,414=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=279/0,410=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 lb down at 7-10-3,112 lb down at 9-5-6,112 lb down at 11-0-9,and 112 lb down at 12-7-12,and 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 ��(C[} P R OFF Uniform Loads(pIf) '< sir Vert:8-11=-5,1-7=-50 �c0 0NGINEFR /029 Concentrated Loads(Ib) Vert:6..112(F)3=112(F)12=117(F)13=152(F)14=112(F)15=112(F)16=112(F)17=112(F)18=152(F)19=117(F) 870 2PE r- 1 N yc‘‘ N "C>, OREGON cid � ?b �cM$ER �r' O OS A. HE 0 EXPIRES:06/30/2017 June 29,2016 t • ®WARNING•Verify design parameters'and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M/h7473 rev.10/032015 BEFORE USE. Design valid for use only with Milek®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 overall1111111 -building design.Bracing indicated is toprevent buckling ofindividual truss web and/or choidsmembers only.Additional temporary and permanent bracing MiTek. ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DS8.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47725177 PL16-295_UPPER F06 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lun but§'i,uss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MS ak:4:6.2.siks:ing-_Wed-Jun.29 11:01:19 2016 Page 1 ID:SeV?tdjYilz0X2xysiFDVpzsmUO-igDM2Ch4gUHdqu_MMywDSDyE1 bhORXGXSPfwmJzl Q_E I 1-10-4 I 2-6-0 Scale=1:25.7 3x4 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 I I 1 2 3 4 5 6 7 • e ° e e• 0 . •7 a6 e5 ° e e - 0 40 'RP- 10 g 3x6 = 3x6= 3x6= 3x6= I 15-1-4 15-1-4 Plate Offsets(X,Y)— 11:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Ltd 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 Ina 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=262/262,23=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 20001b.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. '<(-REO PR OFFss �c3 ENGINE -, vp 4-4 870 2PE /yr" N ekt yY. SI\'o,,, OREGON , �N q '51'0 ��BER V\ ‘`,./OS, A- Hvi\-4 EXPIRES:06/30/2017 June 29,2016 e i WARNING-Ve rHy design parameters and READ NOTES ON TH/S AND INCLUDED M/TEK REFERENCE PAGE M/h7473 rev.10/072015 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 11,111 . 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 a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing BXB i iT k' .- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the B R fabrication,storage,delivery,erection and bracing of trusses and taus systems,see ANSI/Dill Quafly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47725178 PL16-295_UPPER F07 Floor 4 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed duo 25i1:01:192016-Page 1 ID:SeWtdjYilZ0X2xysiFDVpzsmUO-igDM2Ch4gUHdqu_MMyWDSDyEObjTRbdXSPfwmJzl Q_E I 0-11-4 I 2-e-o I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:11.3 HTAJ skim II= 501.1 3x43 = 3x4= �} 41-8 3-8-4 1 3-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl LAI 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 Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:20 lb FT=0hF,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=157/0-4-0,5=157/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<-‘1%°) P R pFFss tx GI N4- r87022PE y �A�, OREGO / ��' �4/BER O1 .\O �s A. Heck EXPIRES:06/30/2017 June 29,2016 e i ®WARNING-Very design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual buliding component,not , . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall -- building design.Bracing indicated is to prevent buckling of individual tnrss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TP11 Quality Criteria,DSS-89 and SCSI Inkling 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 I Job Truss Truss Type Qty Ply POLYGON PL16-295 UPPER F08 Floor 12 1 R47725179 _,.,Lob Reference(Qpgonal) Pacific Lumber&Truss Co., Beaverton,Oregon - . itrill s ini 11 2014 MiTek industries,Inc.Wed Jun 29 11:01:19 2016 Page 1 ID:SeV?tdjYi120X2xysIFDVpzsmUO-igUM2Ch4gUHdqu_MMyWDSDyDsbkeRbUXSPfwmJzl Q_E I 2-6-0 I 0-11-12 1 1 0-6-12 41= 1 1.5x3 I I 2 3x4= 3 3x4 II 4 Scale=1:11.2 J e z . / 7 S 5 1.5x3 I I 3x4= 4x6 = 3-10-4 3-7-4 .8-'1? I I 3-7-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Lid 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 Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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(lb)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�=80 ���c ) P R OFesS' Concentrated Loads(Ib) Vert:4=-125(F) �NIN 125(F) ��Co GEF9 �0 kJ 2 8 • 2PE I1.'__ ,9r N 7 �Aj, OREGO ti� <Ui � S A. HER�P EXPIRES:06/30/2017 June 29,2016 i WARNING-V erHy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7477 rev.10N3Q015 BEFORE USE. 111 Design valid for use only with MTekE 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 mai*"building design..Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing . .m' ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the dX1 t R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/9811 Qualify Criteria,DS6-89 and SCSI 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 R47725180 PL16-295_UPPER F09 Floor 15 1 Job Reference(optional) Pacific Lumber&Truss Co.,- Beaverton,Oregon 7.530 s Jul 11 2014 Miiek.Industries-Inc.-Wed Jun 29 11:01:20 2016 Page 1 ID:5eV?tdlYilz0X2xysiFDVpzsmUO-A0mkFYijRoPUS2ZZwg1 S_RVOh?38A2fgh3OUJmz1 Q_D I 2-6-0 1 0-5-12 1 1 0-6-12 4vg1= 1 1.5x3 II 2 4x4 = 3 3x4 I I 4 Scale=1:11.3 d, 1.553 II 7 5 3x4= 4x6 3-4-4 3-1-4 444 I I 3-1-4 311-IJ 1 0-8-4 0-1-8 Plate Offsets(X V)— f4:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (hoc) Udefl L/d 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 Incr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 or 4-0-8 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) VConcentrated 5-7=-8, o a'(Ib)—60 txG,NEFL).(1 50 Vert:4=125(F) \ �� 87022PE 9v--- y:.-0)., OREG•Nti� hi O -)bel 11 Q� SA. HEY% EXPIRES:06/30/2017 June 29,2016 4I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/032015 BEFORE USE. __ 1111 Design valid for use only with M7eb&connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the bulding 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 - 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 Peaty Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahis.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47725181 PL15-295 UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon ---_-- '-2 -------7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 11:01:20 2016 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-AOmkFYijRoPUS2ZZwg1S_RVP6?30A2Igh3OUJmz1Q_D I 0-5-4 I 2-6.0 I 1 1.5x3 II 2 4x4= 31.5x3 II Scale=1:11.3 i 5 4x4= 3x4= T11-1 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 (lac) 1/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 0.05 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 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. Qb/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. 2 rr 87022PE '02, ,.....9 7 �Aj, OREGO �o is AP AMBER �.� �O OS A- HE.0 EXPIRES:06/30/2017 June 29,2016 WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/47<77 rev.10/0312015 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 bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall - building:.design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing :- M1Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYi R. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DSB-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 R47725182 PL16-295_UPPER F11 Floor 33 1 Job Reference(ootionaf1 Pacific Lumber&Truss Co., Beaverton,Oregon - 7.53U s Jul 11 2014 ogres Industries,Inc.Wed Jun 29 11:0120 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-AOmkFYijRoPUS277wg1 S_RVPy7?EAzngh3OUJmz1 Q_D 1-11-4 I 2-6-0 Scale=1:26.0 1.5x3 I I 4x6= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 Y1 e e e 0 ab iin .,- <,...../-7.......- --.-- e t-f e 17J 10 9 8 3x5= 4x8= 3x8= 3x5= 0-1118 14-11-4 I 0-1-81 14-9-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid 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/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=651/0-1-8,11=651/0-1-12 . FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. <<- c.),(-) P R°Fe, 1-4 -17.q... Fd9 /�9 87022P, 1' y �''0j, OR GON ci�0'A �,�0,Oy$-ER � 1 Cs HE EXPIRES:06/30/2017 June 29,2016 1 I MHO Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nit Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall 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 colapse 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-B9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 I Job Truss Truss Type Qty Ply POLYGON PL16-295_UPPER F12 Floor 24 1 R47725183 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 11:01:21 2016 Page 1 - ID:GeV?tdjYilz0X2xysiFDVpzsmUO-fCK6TuiLC5XL4C81UNYhXe1 arPN7vR9gwj81 rCz1 Q_C 1 0-10-0 1 1 2-6-0 1 Scale=1:19.7 1.5x3 II 3x4 = 1.5x3 II 1 4x4 = 2 3x4= 1.5x3 II 3 4 5 6 e e a. L 0 1 a X e o Xy 1CY 9 /\ 4x5= 8 7LY� 1.5x3 II 3x5= 3x4 = I 11-4-0 11-4-0 1 Plate Offsets OM— f1:Edae.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) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(11) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/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 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) 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. ��_, .D P R°Fess �5 t'INEF9 �e c4., 2 870 2PE 9r" ca, w yAj, OREGON rye 'UN •P 44f On A. HR�Q EXPIRES:06/30/2017 June 29,2016 I WARNING-Verify �� Iy des!gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/072015 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 Y a a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Wel( building design.Bracing indicated is to prevent buckling of individual truss web and/or chord'members only.Additional temporary and permanent bracing Mi 1ek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,derrvery,erection and bracing of trusses and truss systems,see ANSI/Mil Quality Criteria,DSB-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 R47725184 PL16-295_UPPER F13 FLOOR GIRDER 3 1 Job Reference(optontl) PeEiEctitaber&I-fuss-Cu.," Beaverton,Oregon 7.530 s Jul 11 7318 tiiSekandushiea,iric.`:Wed-Jun 29 11:0121 2018 Page 1 ID:5eV?tdjYitz0X2xysiFDVpzstnUO-fCK6TuiLC5XL4C81UNYhXe1 a2Plwlxgwj8l rCz1 Q_C I 1-2-12 I 1-10-0 I I 1-8-8 I Scale=1:25.4 3x4 I I 6x12= 3x4 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 4x8= 3x4 I I 1 2 3 4 5 6 7 8 N / N.7-- // • • e — c ab e a N,-./ r • 13 • 12 11 5x8= 6x16 = 3x5= 4x10= 4x6= 14-11-4 I I 1411-4 Plate Offsets(X,Y)- 11:Edae,0-1-81,110:Edoe,0-1-81.f 14:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud 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/TPI2007 (Matrix) Weight:80 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 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) 14=1285/0-5-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2457/0,3-4=-2458/0,4-5=-2473/0,5-6=2473/0,6-7=-1673/0,7-8=-1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=1222/0,8-11=0/920,6-11=-638/0,6-12=0/393,3-13=-967/0,2-13=0/1745,2-14=-1646/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-14=8,1-9=80 Loads Concentrate (3 NE�R % 870 2PE /9r N y SAT OREGON cy� 4N 9O '4I ER \1 ,c)OS A. HEik \-4.P EXPIRES:06/30/2017 June 29,2016 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. 1 Design varid for use only with MOek®connectors.This design is based ony upon parametersshown,and is for an individual building component,not a truss system.Before use,The building designer must verify the applcability of design parameters and propery incorporate this design into the overall T 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 7 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPll Quaity Criteria,DSB-89 and SCSI Building Component 7777777 Greenback Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-295 UPPER F14 FLOOR GIRDER 3 1 R47725185 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 29 11:01:21 2016 Page 1 - - . ID:SeV?tdjYilz0X2xysiFDVpzsmUO-fCK6TuiLC5XL4C81UNYhXe1XsPKH901gwj81rCz1Q_C 1-8-4 I 26-0 Scale=1:25.4 3x4 II 4x8= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 e e a e .e \ e 10 9 4x6= 4x10 = 4x8= 4x6= I 14-11-4 14-11-4 I Plate Offsets(X,Y)— It:Edae,0-1-81,18:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl 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 Ina' 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) Vert 8-11=5,1-7=50 .1<<51/4 PROF�cs Concentrated Loads(Ib) ��� NG(NEF s/Q 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) 44.." 1''Q 2 <Z. 87022PE 9/ f N r� .'y SAT OREGO �o �N 'AO FMgER \1 �O �s A. HE��P EXPIRES:06/30/2017 June 29,2016 i I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD-7477 rev.10Po3Q015 BEFORE USE. MN Design valid for use only with M7eke 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 verifythe applicability of design parameters and properly incorporate this design info the overall building design.Bracing indicated is to prevent buckling of individual truss web'and/or chord members only.Additional temporary and permanent bracing MiTek . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaily Criteria,DSB-89 and ICSI 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 R47725186 PL16-295 UPPER F15 Floor 3 1 _ Job Reference(optional) ---- Fai`JBc Cumber Truss Co., Beaverton,Oregon - - - 4.b30 s Jul 1 l 2014MTek Industries,Inc.Wed Jun 29 11:01:22 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-7OuVgEjzzPfChMjx243w4salcpjrewQz8NtbNez1Q B I 1-5-12 I 2-6-0 i Seale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 o .b ab 8 e 7 3x5= 3x4= 3x4= l-p 9-4-4 i 00--1 9-2-12 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d 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 Ina- YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 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=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-639/0,3-4=-639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=597/0,2-7=0/330,2-8=-504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �`co txGN Fig `s�o2 sf 87022P; vc- • i cv 7 �ATORGONtic> 4/4 9O AMBER Al , OSA. -1 EXPIRES:06/30/2017 June 29,2016 1 0 �� ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M8-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for art 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 B to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing `---M-lT ake is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quay Criteria,DSB-89 and BCSI Building Component 7777777 Greenback Safety Informa8on available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j4 Center plate on jointunless 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 r� EIDimensions are in ft-in-sixteenths. I4k. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. Q'1/162. Truss bracing must be designed by an engineer.For lEinINIINFEEI4 wide truss spacing,individual lateral braces themselves 11111111110, may require bracing,or alternative Tor I ��IE p brcing should be considered. �-� O i Q 5 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ C7-8 6-7 c5-6 Q 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0 "s'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 in all respects,equal to or better than that ,ii. Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. c 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. ,, ii Indicates location where bearings (supports) occur. Icons vary but O c 16.Do not cut or alter truss member or plate without prior t1■M reaction section indicates joint 2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN MI 0 18.Use of green or treated lumber may pose unacceptable —� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. illiT 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. br is not sufficient. Building Component Safety Information, Iv1 � � 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 MiTe ( MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: RIVER TERRACE FRENCH 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: K2081439 thru K2081508 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. NGIN W 89200P �� 7 OREGON 1.1,e x© , 14`vi20� ' RFt1Ll June 15,2016 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 ROOF #14BTR 10-06-00 GIRDER SUPPORTING 3-10-08 1- 2=(-818) 285 1- 6=(-1644) 1944 2- 6=( -160) 647 BC: 2x6 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-587) 189 6- 7=( -633) 1751 6- 3=(-1213) 532 WEBS: 2X9 KDDF STAND 3- 4=(-587) 189 7- 8=( -633) 1751 7- 3=( 0) 205 LOADING 4- 5=(-818) 285 8- 5=(-1649) 1944 3- 8=(-1213) 532 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 8- 4=( -160) 647 BC LATERAL SUPPORT 4= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 1'- 0.0" V IC UNIF LL( 37.5)+DL( 15.0)= 52.5 PLF 1'- 0.0" TO 9'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 9'- 6.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 10'- 6.0" V 0'- 0.0" -235/ 651V -2000/ 2000H 5.50" 1.04 KDDF ( 625) BC UNIF LL( 23.4)+DL( 18.8)= 42.2 PLF 0'- 0.0" TO 10'- 6.0" V 10'- 6.0" -235/ 651V -2000/ 2000H 5.50" 1.04 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 "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 = 0.030" @ 5'- 3.0" Allowed = 0.319" MAX TL CREEP DEFL = -0.055" @ 5'- 3.0" Allowed= 0.479" MAX HORIZ. LL DEFL = -0.009" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.013" @ 0'- 5.5" 1-00 8-06 1-00 ICOND. 3: 2000.00 LBS SEISMIC LOAD. I T ' '1' 1' Design conforms to main windforce-resisting 1-00 4-03 4-03 1-00 system and components and cladding criteria. 1' 1' 'I' ' 1' Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), 12 Endd durst arer= 12.00 17 N 12.00 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-5x6 2 3 4 rn III O N I / I 8 115 I 1 6 7 0 M-3x4 M-1.5x3 M-3x4 M-3x4 M-3x4 y y y l y 1-03-08 3-11-08 3-11-08 1-03-08 y 10-06 1 s(¢o) PRQp 619 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - ADRAG I Scale: 0.4879 4,• 4 P. • WARNINGS: GENERAL NOTES, unless atherwlae rated OREGON � �t/e ., C) 1.Builder end erection contrector should be advised elal General Notes 1.This buildingcomis base oAnly yspec ofthe desieters gnparamen and hi for an ters and proper Individual 4. v Truss: A DRAG and Wamings baron construction commences. orason of component Is the respongbIlty of the bidding designer. /^' 142 Z.Za4 compression bndng much be installed whereshovm o. Z.Design assumes the tap and bottom chords to be laterally braced at (]�� 3.Additional temporary bracing to insure stability during construction 2 o c end at 19 o.c.respectively unless braced throughout their length by �J Is the responsibilty of the ere dor.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywel(BC). F' R I,\- DATE: 6/15/2016 the overall structure is the responsibility of the building designer. 3.Zs Impact bridging or lateral bndng required where shown e* SE K2 0 8 14 3 9 4.No bad should be applied to any component until after all bracing end 4.Installation of trues Is the responsibility of the respective contractor. 4•• fasteners Sr.complete end at no lime Mould any bads greeter then 5.Design assumes trusses are to be used In a non<orroslve environment, design bade be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 6.Design assumes NI bearing at alsupponsahown.Shim orwedge II EXPIRES: 12/2112017 5.CompuTras has no control over and assumes no responsibility for the nee fabrlcetbn,handling.shipment and indeltason of components. 7.Design assumes adequate drainage Is provided. June 1 5,201 6 6.This design Is furnished aubled to the limitations set forth by 6.Plates shall be boated on both faces of truss,and placed so their center TPW IECA In SCSI.copies of which all be famished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of pAts in inches. MiTek USA,Inn./CompUTrus Software 7.6.7(11)-E 10.For Melo connector plate design values sea ESR-1311,ESR•t586(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 KDDF g1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-129) 121 1-4=(-48) 53 2-4=(-162) 155 BC: 2x6 KDDF #155TR SPACED 24.0" O.C. 2-3=( -15) 7 WEBS: 204 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF D'- 0.0" -33/ 336V -46/ 93H 5.50" 0.54 KDDF ( 625) 4'- 0.0" -135/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) ADDL: BC CONC LL+DL= 709.0 LBS @ 3'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 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 1 T T 12 Design conforms to main windforce-resisting system and components and cladding criteria. 8.00 I7 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 3 load duration factor=1.6, -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. t 0 0 I to M 4 Aliggili ,) ps-Amimmormil_li o M-3x9 M-3x8 l i709a ,1 1 3-08-04 0-03-12 1 y 4-00 4;.c.'(- �,gyp PR Ok-e. 19 �5 , �,GIN;Ey /0,4..„,___. 892OOPE �<" JOB NAME : RIVER TERRACE FRENCH 5 PLEX - AGIRD Scale: 0.5205 y �� rico �4� WARNINGS. GENERAL NOTES, untassstherwlse noted OREGON 1.Builder and erection contractor should be advised of el General Notes 1.This design is bawd only upon the parameters shown and Is for an Individual t�' Truss: AGIRD and Warnings Debra construction commences. building cemponent.Applicability of design parameters and proper �� ©RG V70N y /� 2.2a4 compression web boring muM be Inelalbtl where shown a. Incorporation of component Is the responsibRy of the building designer. /6 q l" 1 4 n�\ 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom donde to be laterally braced al ( L �4+y- le the rospeneidlty of the erector.Additional permanent bracing of 2'o.e.and at 10 o c.respectively unlace braced throughout their length by T- DATE: 6/15/2016 he overall structure N the re continuous sheathing such es plywood sheathing(TC)and/or dryweg(BC). l R R I 1 - eponsiblity or the building designer. 3.Di Impact bridging or lateral bracing required where shown++ 1-'1 l+^ SEQ.: K2 0 814 4 0 4.No load should be applied to any component until after all bradng end 4.Installation of truss Is the responsibility of the respedhe contractor. fasteners are complete and at no time should any loads greater then 5.De9gn mimes trusses are to be used in a non-corroene environment, TRANS ID: LINK design bads be app8ed to any component. and.n for"dry condition.cluse. 5.ComWTrue hes no control over and assumes no reeponsldl8y for the e.Design emotes full bearing at all n.supports show,Shim or wedge If EXPIRES: 12/31/2017 memory. fabrication,handling,shipment and installation of components. 7.Design assumes adequate dralnege is provided. June 1 5,201 6 8.This design is furnished subject to the limitations cel fort by B.Plates shag be located on both faces of truss end placed w their center TPIAMICA In 8051,copies of which will be furnished upon request. Ines coincide with joint center lines. MiTek USA Inc./Com uTrus SORware 7.6.7 1 L E 9.Digits indicate Blas of plate in inches. P ( )- 10.For bask connector plate design values sea ESR-1311,ESR-7988(MiTek) 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/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-765) 175 1- 5=(-89) 462 5- 2=7 0) 166 BC: 2x6 KDDF #16BTR 2- 3=(-462) 164 5- 6=(-74) 458 5- 3=(-35) 46 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-765) 175 6- 4=(-72) 462 3- 6=( 0) 160 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+01( 20.07= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 30.0)= 105.0 PLF 4'- 0.0" TO 6'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 6'- 6.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 10'- 6.0" V 0'- 0.0" -129/ 709V -88/ 88H 5.50" 1.13 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC 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)+11( 40.0)= 140.0 LBS @ 4'- 0.0" TC CONC LL( 100.0)+DL( 40.07= 140.0 LBS @ 6'- 6.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL =OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 00 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 190# 1140# system and components and cladding criteria. 12 12 M-4x6 M-5x6 Wind: 140 mph, h=21.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 12.00 12.00 (All Heights), Enclosed, Cat.2, =6.0, MWERS(Dir),7-10, load duration factor=1.6, End vertical(s) are exposed to wind, �.11111r41 Truss designed for wind loads ;�� in the plane of the truss only. rn AIIIIIIIILhkG 1 O o 'AM1«« 5 6 *0 4 0l 0 M-3x4 M-3x4 M-1.5x3 M-3x4 l . l y 3-10-04 2-11-04 3-08-08 l 10-06 y �� fi �� pO��61 89200PE 1--- JOB 'JOB NAME : RIVER TERRACE FRENCH 5 PLEX - AH1 Scale: 0.4416 ". WARNINGS: GENERAL NOTES, unenalhenvise noted le OREGON hA I Ja 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and h for an InBlvldat OR GO N 4 Truss: AH1 and Warnings before construdlan commence.. building component Applicability of design parameters and proper /N a� ND; ic 2.204 compression web bradng must be Installed where shown+. incorporation at component h the responslbNlty of the building designer. /Q -7 " .S w ZV �4 3.Additional temporary bracing to Insure stability during construction 2.Dastgn assumes the lop and bottom charts to be laterally braced at /w. N Y' Is the responsibility of the erector.Additional permanent bracing of 2'cIi and ItYea o c.respectively as pty unless Halide)T0)throughout Ihey single by e R R1 L\- Won conMuous.Mathing such ti pywood s braced throu and/or tlrywe lith b DATE: 6/15/2016 the overall structure la the raepon&bllty of the building designer. 3.20 Impact bridging or lateral bracing required where Mown«i SEQ.: K2 0 814 41 4.No load should be applied to any component until after all bracing and 4.Installation oDesign ti nnootruss�. a wb�aiyof inth non-corrosive contractor.t .nem, fasteners ere complete and at no time should any loads greater than TRANS ID: LINK design loads be applied to any component. and 9n or"dry ndiion•ogre.supports wedge 5.Compurreehas nocontrol over and assumes norespoalbilityfor the °.me full bearing 1 na rtaMown.shlmorwaa If EXPIRES: i?/. 1/2017 wry. fabrication handling,shipment end Installation of components.massumesa. 7.Design assumes adequate drainage k provided. June 1 5,2016 8.This design b furnished subject to the limitations set forth by 8.Plates shall be locates on both laces of Was,and placed so their center TPVWICA in SCSI.copies of which vA be furnished upon request. Ones 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 basic connector plate design values we EBR-1311,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -34) 84 2-4=(0) 0 BC: 2x9 KDDF #1fieTR SPACED 24.0" O.C. 2-3=(-193) 193 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. U051. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA 12 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -163/ 522V -19/ 70H 5.50" 0.89 KDDF ( 625) 12.00 0'- 9.2" -195/ 86V 0/ "0.00151 H 5.50" 0.19 KDDF (0.1r 625) 7 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -118/ 27V 0/ OH 1.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 ps. uplift at 24 "on 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" MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.003" MAX BC PANEL TL DEFL = 0.000" @ 0'- 6.4" Allowed = 0.014" MAX HORIZ. LL DEFL = 0.001" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting ' system and components and cladding criteria. M ' o I Wind: 140 mph, h=19.7ft, TCDL=6.0,BC DL=6.0, ASCE 7-10, N p (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), ti load duration factor=l.6, /-- End vertical(s) are exposed to wind, rv1 Truss designed for wind loads in the plane of the truss only. oMEI'.N 0 o M-3x4 y y y �c Eta PROpps� 1-00 1-00 .,5 NG�NE,�c� ✓0 (PROVIDE FULL BEARING. j Q:' :9200P 11 !PROVIDE NAME : RIVER TERRACE FRENCH 5 PLEX - AJ Scale: 1.0758 - a " WARNINGS: GENERAL NOTES, unless othenvise noted: Ct- Truss: AJ 1.Balder and erection contractor Moble be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ? � j)e and Warnings before consbudion commences.' building component.Applicability of design parameters and proper 7 440)„1:1 J�v Z.2a4 compression web bracing mull be installed where shown+. Incorporation of component is the responsibility of the building designer. ��"� ^(ea� y 3.Additional temporary bracing to Insure 6.6:115 during construction 2.Design assumes the top and bottom chords to be laterally braved at 'l/„V is Me reaponsIbllty of the erector.Additional permanent bracing of 2'o.c.ane at 1(7 o.e respectively unless braced through 1 their length by structure the re stbp continuous sheathing such as plywood sheathing(TC)and/or drywxl(Bc). 4ti R 1 - apo" Sy of the building designer. 3.2a Impact bridging or literal bracing required where shown«+ 4" DATE: 6/15/2016 the overall SEQ.: K2 0 814 4 2 A No load should be applied to any component until after all brad""and 4.Installation of truss is the responsibility of the respedNe contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes twines are to be used Ina non-corrosive environment, TRANS ID: LINK design beds be applied to any component. and ere for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for ths 6.Design assumes NA bearing et all suppose shown.Shim or wedge if EXPIRES: 12/31/2017 1/201 fabrication,handling.shipment and Installation of components. ry' .1 r✓ 7.Pestenaawmesadequate onbethdrainage bprovided. JUne. 15,2016 8.This design is furnished sebjed b hthea limitations set fent by S.Plates anti be located on bon faces of tone,and placed se their center TP WyICA In SCSI,copies of which 01 be furnished upon request. lines coincide dth joint center Inc.. MITek USA,Inc./CompuTrus Software 7.6.7 1L E B.Digits indicate else of plate In Inches. ( )- 10.For bask connector plate design values sea ESR-1311,ESR-1B88(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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-23) 17 3-4=(-60) 49 3-1=(-33) 17 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 1-4=(-58) 70 WEBS: 2x4 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. . . DL ON BOTTOM CHORD = 10.0 PIF 0'- 0.0" 0/ 61V -46/ 52H 5.50" 0.10 KDDF ( 625) TOTAL LOAD = 45.0 PIF 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) *• For hanger specs. - See approved plans 12 LL = 25 PSF Ground Snow (Pg) 12.00 177 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 "cc 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 LL DEFL = 0.000" @ -1'- 1.5" Allowed = 0.052" 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'- 4.2" 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 -a 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), M-3x4 load duration factor=l.6, „ End vertical(s) are exposed to wind, 1 Ir Truss designed for wind loads in the plane of the truss only. iliiih .._111111444446444vpI 0 N ,-1 , I to 0 I IvAli!, _, 3+x M-1.5x3 M-1.5x3 �c �,0 PPO/ 06+ �NGINE '7 ©2 y l 2-10-08 - 89200PE �r 'PROVIDE FULL BEARING;Jts:3,2,4 I r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - AJ1 Scale: 0.8506 .., / t---//►''yya�� ))'�•� WARNINGS: GENERAL NOTES, ureas otherwise noted: 1. OREGON �. �`e•j 1.Builder and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters Mown and b for en individual - Truss: AJ1 and Warnings before construction commences building component.Applicability of deeyn parameters and proper `2-.°e,20-- 2. � 2.2x4 compression web bradng must be installed where shown•. Incorporation of component la the responsibility of the building designer. L<Q '9)' 14 v 3.Additional temporary bracing a 7 insure stability during construction 2 Design assumes the top and bottom MONS a be Iglu nrespectivelyand/or 8out their braced et is the roeponsibSly of the erector.Additional Permapermanentbrocin9 of ntinuoas sheathing such as phased sheathing(TC)BRC)endo tlrywa9(BC fklF?R.'Lk"- 'V DATE: 6/15/2016 the overall structure a the responsibility of the building designer, 3.2e Impact bridging or lateral bradng required where Mown•• S E K2 0 814 4 3 4.Ne load should be applied to any component until after all bradng and 4.insulation oflrues lathe responsibility of the respeahe contractor. 4• fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non.cerrosve environment, design bads be applied to any component. and aro for"dry condition'of use. 1 ty ary 1 fry pT 1 7 TRANS ID LINK a.Design aswmaaNAbeatingataAwpporieMawn.Shim arwedge 11 EXPIRES: 2L3 1LLf ' S.Com WTrus hes no control over and assumes no responsibility br manecessary. fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. June 15,2016 S.This design is amlMad added to the limitations set forth by 8.Metes Mall be located on both faces of trues,and placed es thee center TPINJfCA in BCS',copies of which sell be furnished upon request. lines wincide icenter 9.Digits Indicate Mra of pate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L}E 10.For bask connector pate design values sea ESR.1371.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 9WR/DDF/Cit=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #168TR 1-2=(-101) 75 3-4=(-157) 119 3-1=(-102) 49 WEBS: 2x4 RIDE STAND SPACED 24.0" O.C. 1-9=(-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"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -23/ 129V -75/ 113H 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 a2'- 10.2" -66/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) approved plans 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. 2OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 2-10-03 'f r BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.013" @ 1'- 5.8" Allowed = 0.219" 12 MAX TC PANEL TL DEFL = -0.011" @ 1'- 5.9" Allowed = 0.329" 12.00 MAX HORIZ. LL DEFL = -0.002" @ 2'- 9.4" MAX HORIZ. TL DEFL = -0.002" @ 2'- 9.4" e Design conforms to main windforce-resisting �� system and components and cladding criteria. v 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. I M-3x4 0 c .1 ' io 0 ti �bV r1 x f 3 * 4 a M-1.5x3 M-1.5x3 J. y 2-10-08 'PROVIDE FULL BEARING;Jts:3,4,2 I �tiIA D PR OF4, c.5 tNG;I►V �c#9 >© 00P E re JOB NAME : RIVER TERRACE FRENCH 5 PLEX - AJ2 $�Zy -' Scale: 0.5468 �� WARNINGS: GENERAL NOTES, unen etherwee noted 10 J'1`. Truss: AJ2 Builder and erection contractor should be advised of ail General Notes file design is bawtlDory upon the parameter.shown and Is for an individual17/.1., ' OREGON )�N• and Namings before concoction commence.. building component.Applicability of design parameters and proper T '`4, 2.234 compreadon web bradng must be Metalled where shown*. incorporation of component b Me reaponsibANY of the building designer. 3.Additional temporary bracing to mare stability during construction 2.Design assumes the top and bottom chords to be laterally brecw at GHQ * 't 4 Z� N�y`�`� is the responsibility of the erector.Additional permanent bracing of 2'o.e.and.118 o e respectively unless braced throughout their length by `_ 6/15/2016 the overall structure h the responsibility of the bOding designer. - 3.continuous bddgl sheathing tet such as plywood required Me eCshown.aryweN(Bc) - A ILA- DATE: .�J SEQ.: K2 0 8 14 4 4 4.No load should be applied to any component until after all bndng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any roads greater than 5.Design assumes beam are to be used In.noncorrosive environment, TRANS I D: LINK design hada be applied a any component. and are for"dry condition.of uee. 5.CempuTrus has no control over and assumes no neeponelbillty for the B.Deng assumes ful bearing at all supports shown.Salm or wedge II EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components' 7.Design assumes dequate drainage is provided. 6.Tile design Is furnished subject to the limitations eel forth by 8.Plates shaft be bored on both laces of truss,and placed.o their center June 15,2016 TPIIWICA in SCSI,copies of which vul be furnished upon request. Nnes coincide smith joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7 1L 9.Digits indicate sloe of plate In Inches. ( (.E II.For bash connector plate design values see ESR-1311.ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-226) 95 4-5=(-213) 130 4-1=(-253) 70 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-103) 0 1-5=(-151) 247 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -23/ 200V -86/ 172H 5.50" 0.32 KDDF ( 625) 2'- 6.6" -70/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) OVERHANGS: 0.0" 14.7" LL = 25 PSF Ground Snow (Pg) 2'- 10.2" -191/ 281V 0/ OH 1.50" 0.36 KDDF ( 6 ) 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. 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 = -0.006" @ 4'- 1.2" Allowed = 0.082" MAX TL CREEP DEFL = -0.008" @ 4'- 1.2" Allowed = 0.122" MAX TC PANEL LL DEFL = 0.013" @ 1'- 5.8" Allowed = 0.219" MAX TC PANEL TL DEFL = 0.012" @ 1'- 5.8" Allowed = 0.329" 12 -e 12.00 7 MAX HORIZ. LL DEFL = -0.004" @ 2'- 9.4" MAX HORIZ. TL DEFL = -0.004" @ 2'- 9.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), if load duration factor=l.6, n End vertical(s) are exposed to wind, y: Truss designed for wind loads in the plane of the truss only. ti I 0 N M-4x6 i#kiiii...._ I 0 r1 �i f M-1.5x3 M-1.5x3 y 2-10-08 y 1-02-11 l ��.D Pf Ope• (PROVIDE FULL BEARING. I r�co , cs N `i 9 � * a,` >� 'cc - 89200PE `- JOB NAME : RIVER TERRACE FRENCH 5 PLEX - AJ3 '.- - -" Scale: 0.5042 �.ai -ir► I� C WARNINGS: GENERAL NOTES, Awe otherwise noted: OREGON NN � 1.Builder and erection eontrador should be advised of al General Notes 1.This design 4 bawd only upon the parameters shown end h for an individual Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper �f (''+� • 2.2s4 compression web bradng must be pealed where shown e. incorporation of compoMM b the responsibility piths building designer. 6 f na 1 4 2 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom ess bra d throughout laterally bead et (]- ls the esponsiblNy of me erector.Additional Mm bade f 2 o i Iia et 10'ea c n.reach as ply unless bass(TC)ad/their length by 47eFi R L \ perms g o continuous sheathing such as plywood sheathing(TC)and/or arywal(SC). 1..4 DATE: 6/15/2016 the overall structure is the responsibility ohne building designer. 3.2s Imbed bridging or lateral bradng required where shown 5 i. SEQ.: K2 0 814 4 5 4.No road should be applied to any component until after all bredng and 4.Inebriation of truss la the responsibility of to reaped*a contractor. fastener are complete end at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, design hada be applies to any component. and era for"dry condition"of use. TRANS ID: LINK 6.Design assumes MI bearing at at supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.CompuTne has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. June 15,201 6 6.This design is furnished aubfed to the limitations set forth by a.Pates shag be located on both faces of truss,and placed as their anter TPWJfCA In SCSI,copies of which Mg be Mmiehed upon request. Ines coincide win joint anter lines. 9.Digits indicate aids of pate In Inches. MITek USA Ino./CompuTnus Software 7.6.7(1L)-E 10.For bade connector plate design values we ESR-1311,ESR-199a(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$SBTR LOAD DURATION INCREASE = 1.15 1-2=(-63) 56 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" 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 = 95.0 PSF 1'- 9.2" 0/ 27V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.7" -47/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1-11-11 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 +fREQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 29 c spacing. 12 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 = 0.009" @ 1'- 2.9" Allowed = 0.197" 12.00 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: 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 for wind loads ' in the plane of the truss only. 0 N rw1 V- 0 I ul r441,mij=111=1.0 o 1ME:30 3�� -V M-3x4 3, l 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 „ /' t� OPRQ4- �co NGIN4 �% a' tz 89200PE r' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - ASJ1 /.ew•�'. Scale: 0.7950 0 WARNINGS: GENERAL NOTES, unless otherwise noted 1Bulder and erection contractor should be advised of a8 General Notes 1.Thla design la based only upon the parameters shown and b for an Individual .Truss: ASJ1 end Warnings before construction commences. building component.Appbeblity of design parameters and proper �1 ,„ ,t"�R GdN �. �ttr . 2.244 compreWon web bracing must be Installed where shown+. Incorporalbn of component Is the responsibility of the building designer. a�Q q ' L 4 14 2 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chortle to be latenly braced et Is the responsibility of me erector.Additions!permanent bracing of 5 o c.and at 10 o.c.respectively unless traced throughout melt length by E R'�� DATE: 6/15/2016 the overall structure Is titresponsibiiyofthe building designer. 3.2a impact bridging iorhlerelbnng such as��qulro whereshown odryw�agec). SEQ.: K2 0 814 4 7 4.No bad should be applied to any component until afar all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses.re to be used in.noncorrosive environment, TRANS ID: LINK design bade be applied to any component. and are for"dryconanbn^oruse. S.CompuTms has no control over and assumes no regrontbility forth. 8.Design assumes full bearing et el supports shown.Shim or wedge If EXPIRES: 12/31/2017 febrbatlun,handling,shipment and lnatellelicn of components. 7.Design exumes adequate drainage la provided. June 15,2016 6.Thio design Is fumiehed esbjed to the limitations set form by 8.Plates shell be bested on both laces of truss,and placed so their center TPWWCA in SCSI,copies of which eli be fumiehed upon request. Ones coincide with JoInt canter line. MiTek USA Inc./Corn uTrus Software �L 7.6.7 5.Digits bdiote size of pate In Inches. F ( )-E 10.For bade connector pate design values see ESR-1311,ESR-1588(LSTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-00 GIRDER SUPPORTING 20-11-00 FROM 4-07-08 TO 15-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4124) 702 7- 8=(-414) 612 7- 1=(-9210) 696 10- 4=( -444) 2908 BC: 2x8 ROOF #14BTR 2- 3=(-3232) 639 8- 9=(-632) 2818 1- 8=( -414) 2788 4-11=(-4292) 760 WEBS: 2x4 KDDF 1416BTR; LOADING 3- 4=(-2248) 484 9-10=(-410) 1962 8- 2=) -230) 1518 11- 5=) -138) 62 2x6 KDDF 013BTR A LI. = 25 PSF Ground Snow (Pg) 4- 5=( -149) 180 10-11=(-910) 1962 2- 9=(-1106) 286 TC UNIF LL) 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.0" V 5- 6=( 0) 0 3- 9=( -384) 2008 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- 9=) -188) 644 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)- 495.6 PLF 4'- 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) J@@ADDL: BC CONC LL+DL= 2134.0 LBS @ 13'- 6.0" 0'- 0.0" -688/ 4304V -199/ 302H 5.50" 6.89 KDDF ( 625) � ( 2 ) complete trusses required. 15'- 5.0" -1064/ 6163V 0/ OH 5.50" 9.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL XX9" 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 208 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 webs, OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/360, TL=L/240 ©©�HANGER BY OTHERS TO APPLY MAX LL DEFL = 0.021" @ 10'- 10.9" Allowed = 0.483" CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.063" @ 10'- 10.9" Allowed = 0.725" 6-09-14 8-07-02 MAX HORIZ. LL DEFL = -0.009" @ 15'- 0.5" 4' 4' ' MAX HORIZ. TL DEFL = 0.008" @ 15'- 0.5" 3-09-04 3-00-10 4-01 4-03-06 0-02-12 ,( 4' .t f T'( Design conforms to main windforce-resisting 12 system and components and cladding criteria. M-5x6 M-4x8 M-1.5x3 12.00 V 3 4 56 -, Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ,SI. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), `�y ��� 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-3x6J�J Jaw M I u1 o I o M-3x8 o A�4iimTI 0� 7'_' 8 9 10 "-'11 M-1.5x4 M-6x10 M-3x8 M-3x10 M-4x10 N y 123536 y y +21344 y 3-05-12 3-05-14 3-11-04 4-06-02i* ' P R OFe 15-05 w� R �, 89200PE <' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - BGIRD Bca1®, 0.2773 _,, � WARNINGS: OTN.detiniNOTES, unteupotherwise parametteders le 7, OREGON �44i I.Bolder and aredbn contnstor should be advised dal General Notes 1.TMs design la based only upon the parameters aMwn and is for an IMlvldwl L. if(1 G�.7 V t V Y4 Truss: BGIRD and Wamings before combustion commences. building component.Applicability of design peremeten and proper (� 2.D:4 compression web bredng must be Installed where shown•. Incorporation of component is the responsibility of the building designer, r/� Y y A 9V * 3.Addfloml temporary bracing to Insure stability doing construction 2 Design assumes the top and bottom chords to be laterally baud et '�,/ i't b the responsibility of the erector.Additional m brae f 7 continuous and sheathing 1 o.c.such Maty cod s bncetl(TC)s d/tMb all(B). "gen R I LL pemane Ing o 2 o.c.an s t12o.csuch as plywood s braced throughout bout t sir le n(BC). DATE: 6/15/2016 the overall structure la the responsibility of the building designer. 3,b impact bridging or lateral breads required where Mown•• 4.No bad should be applied to any component until altar all bracing and 4.Inatalletlon of truss is the responsibility of the respective contractor. SEQ.: K2 0 819 4 8fasteners era complete and at no time Mould any loads greater then 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK dedgn loads be applied re any component. Desd gra.comes NI bserhrg at u;. 5.Compand has no control over and assumes no responsibility for the 8. a "'be. ' °supports Macon.shim°`w. EXPIRES: 12/3112017 wry. fabrication,handling,Mipmerd and installation of components. 7.Design assumes adequate drainage Is prodded. June 1 5,201 6 8.This design Is furnished wined to the lin tatlone set font by 8.Plates Md be located on both facet of truss,and placed so their center TPIWICA in SCSI,copies of which WI be fumlMed upon request. g,lines eeib coincide ulth size ofnt plate center lines. InIndies MITek USA lno./CompuTrus Software 7.6.7(1L)-E II.For basic connector plate design values see ESR-1311,ESR-agile(MITak) 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 IC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2- 8=(-103) 1115 8- 3=(-110) 971 10- 7=(-115) 852 2x6 KDDF$16BTR T2 SPACED 24.0" O.C. 2- 3=(-1734) 132 8- 9= (_ HON' #16BTR (-140) 1331 8- 9= 307) 185 7-11=(-627) 125 BC: 2x6 KO WEBS: 2x9 KDDF STAND; 3- 4=(-1116) 102 9-10=(-109) 589 4- 9=(-235) 129 LOADING 4- 5=(-1303) 124 10-11=( -36) 95 9- 5=( -76) 852 2x9 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 42 B DL ON BOTTOM CHORD= 10.0 PSF 6-10=1-637) 127 TOTAL LOAD = 45.0 PIF TC LATERAL SUPPORT 24"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT e= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC UNIF LL+DL= 30.0 PLF CO- 0.0" TO 3'- 0.0" V 0'- 0.0" -157/ 1497V -51/ 90H 5.50" 2.39 REEF ( 625) 13'- 6.0" -101/ 759V 0/ OH 5.50" 0.51 KDDF (1485) NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC CONC LL+DL= 93.3 LBS @ 2'- 8.0" 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 II OVERHANGS: 12.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 eel) uplift at 24 "oc S09000a. 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 LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.100" Unbalanced live loads have been MAX LL DEFL = 0.029" @ 10'- 11.0" Allowed= 0.419" considered for this design. MAX TL CREEP DEFL = -0.086" @ 10'- 11.0" Allowed= 0.629" ** For hanger specs. - See approved taMAX HORIZ. LL DEFL = -0.019" @ 13'- 3.2" G-8/-1ns 1 10-10-05 MAX HORIZ. TL DEFL= 0.045" @ 13'- 3.2" 4 4 4 2-05-04 T f Design conforms to main windforce-resisting 2-07-11 4-03 3-10-09 2-08-12 system and components and cladding criteria. 'f 93.30# 1' .f 'f Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 M-4x6 10.56 M-3x9 load duration factor=1.6, M-3x4End vertical(s) are exposed to wind, M-3x4 Truss designed for wind loads in the plane of the truss only. 40 T2 -_ - --TO' O M-3x9 7 s L--1 0 - NOTE:LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. A - / ,, THE DESIGN SHALL BE REVIEWED AND APPROVED BY ..<„,„:„......„........ / o PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER o FOR LATERAL LOAD AND LATERAL STABILITY.END VERTICAL o _• I __ B NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. 1 _ 1--1 11 N I 8 9 10 r. M-3x4 -M-6x6 M-5x6 M-5x6 M-3x6 I / N O 12** '1I '--I J• , +733# l , b , 2-06-04 4-07-15 3-10-09 1-11-12 0-05-08 PEI 1 l {I �� !1 1-00 13-06 C7 .. GINE '2 89200PE JOB NAME : RIVER TERRACE FRENCH 5 PLEX - BH1 Scale: 0.3613 r. �'�; MOWN 1111 WARNINGS: GENERALThisNOTE$ unless otherwisethepar mete 7 OREGON �414t Truss: BH 1 1.Builder and erection contractorshould ,s be advised of al General Notes 1.This deign Is based only upon the parameters Moven end is for an individual and Warnings before construction commence.. building component.Applicability of design parameters and proper 2.204 compreaalon web bracing must be installed where shown e. incorporation of component b the roepandbXdy of the building designer. 3.Additional temporary bracing to insure daddy during construction /6 Design assumes ms top and bottom chords to be laterally braced al /6 41 Y 14 Qct°04 le the responelbillly of the erector.Additional permanent bracing of T cads.and and Ac.respectNaty unless broad throughout their length byF DATE: 6/15/2016 the overall structure Is the responsibility of int bold:9 designer. continuous sheathing such as plywood sheathing(TC)andlor drywal(BC). j 1 3. Impact bridging or lateral bruins required idlers drown t..+4" SEQ.: K2 0 814 4 9 4.No bad MInstallation be applied to any component until eller all bracing and 4.Instalalbn of Wag is 1M respendbility of the respective contractor. fasteners are complete and at no time Mould any loads greater than 5.Deign swumes trusses are to be used lee non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry Oendeon"eta... 5.CompuTrus has no control over and eaaumes no responsibility forme S.Design assumes Ng bearing slap supports Mown.Shim en wedge If EXPIRES: bkation,handling,shipment and installation of components. ry' h I.Design assumes adequate dremacelaprovided. ss, June 15,2016 8.mla design is famished eubjed to the Ilmitstionsfuels set forth by 0.Plates alai be located on born faces of truss,and placed so their center TPNNfCA In SCSI,wpbs of Which MI be furnished upon request. lines coincide vdlh joint center linea, MITek USA,Inc./Compu7rus Software 7.6.7(11..}E9.Digits indicate sire of plate in Inches. 10.For basic connector plate design values we 158-1311.ESR-1508(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 #1SBTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 89 2- 9=1-211) 420 9- 3=( -3) 303 8-12=(-553) 199 2x6 KDDF #1SBTR T2 SPACED 24.0" O.C. 2- 3=(-705) 182 9-10=(-296) 825 9- 5=(-478) 109 BC: 2x4 KODF #1S13TR 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 2x9 KDDF #1SBTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-810) 243 6- 7=(-417) 159 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 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. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 798V -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" kOND. 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,?-9 9-06-05 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 3-11-11f f 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. f nc n MAX HOAR. LL DEFL = -0.022" @ 13'- 3.2" ** For hanger specs. - Sep app�oQkd"pans 11-05-07 2-11 ,, 3-10-09 , 2-08-12 MAX HORIZ. TL DEFL = 0.037" @ 13'- 3.2" 'I Design conforms to main windforce-resisting 2-08-12 system and components and cladding criteria. 12Wind: 190 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 P7 (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. lappp.„„„„...1MIIMIMMEMMIIMINI100.00,...II NOTE:LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. EIE��7 THE DESIGN SHALL BE REVIEWED AND APPROVED BY r PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER FOR LATERAL LOAD AND LATERAL STABILITY.END VERTICAL o NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. i :;e 141. 12 -/�N I 9 10 11 1-1 M-4x6 M-4x6 M-3x6 I N O 13** -/I .-i y 2-06-04 y 4-07-15 3-10-09 2-05-04 �,�cO PR Opt, y y y ca 1-00 13-06 ,tGII1 ..n /t9 1p 89200PE r" JOB NAME : RIVER TERRACE FRENCH 5 PLEX - BH2 ,r_- "'"" Scale: 0.3363 WARNINGS: GENERAL NOTES, unless othorwtse noted OREGON V I V A Je4t 1.Builder and eredlon centredar should be advised of al General Notes 1.This dodge b based only upon the parameters shown and is for an Individual '' V Ell OI V R 'K/ Truss• BH2 and Warnings before comlrudbn commences. building component.Applicability of design parameters and proper /� (y 2.2s4 compression web bracing must be installed where shown*. Incorporation of component nt h the responsibility of the building designer. *lb A 14 2,�7� y�,4 S.Additional temporary bracing to Insure stability during construction 2.Design seromas the by and bottom chords to be IebralN bacad H �,/ �s + Is the rospansibSy of the erector.Additional permanent bating of T continuous and at 1d hic.respective),anises braced throughout their langur by). `/ \ . canllnuous sheathing such as plywood sheathing(TC)and/or drywal(SC). `��' ",,, DATE: 6/15/2016 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bradng required where Mown** SE K2 0 81 A 5 0 4.No wad should be applied to any component adl after all brodng and 4.Installation of°use Is the responsibility of the respective contractor. Q• fasteners are complete and at no time should any loads greeter than 5.Design assumes Irosees are to ba used Ina noncorrosive environment, and are for"dry condition"of use. design loads be applied to any component.TRANS ID: LINK S.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12/31/2017 S.ComWTrus hes no control over and assumes no responsibility for the nece fabrication.handling,shipment and inelalletwn al components. 7.Design attunes adequate drainage is provided. June 15,2016 6.This design Is famished sub)ed to the limitations set forth by S.Plates.Ml be located on both faces of buss,end placed so their center TPIANTCA in SCSI,copies of which will be famished upon request. Inca coincide with joint center line. 9.Digits indicate size of plata In inches. MITek USA,Inc.iCompuTrua Software 7.6.7(1L(-E II For basic connector plate design values see ESR-1311,ESR-IBES(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 7=) -45) 354 7- 3=) 0) 183 6-10=(-575) 213 BC: 2x9 KEEP#16BTR SPACED 24.0" S.C. 2- 3=(-639) 173 7- 8=( -61) 352 7- 9=( -53) 56 WEBS: 2x9 KDDF STAND 3- 9=(-348) 229 8- 9=(-185) 432 4- 8=( -54) 153 LOADING 9- 5=(-564) 231 9-10=( -90) 58 8- 5=(-146) 199 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-370) 119 5- 9=(-960) 215 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=(-208) 599 TOTAL LOAD= 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC VON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -97/ 752V -127/ 172H 5.50" 1.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.42 KDDF (1900) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. EOND 2• D h k >_ ( 7 fI lif 9 ' M-3x4 where shown; Jts;2,6-9,11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ** For hanger specs. - See approved plans MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.067" 5-03-11 2-10-10 3-03-11 2-00 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.100" f '1 '( { f MAX TL CREEP DEFL = -0.022" @ 8'- 7.3" Allowed = 0.629" MAX TC PANEL LL DEFL = -0.052" @ 2'- 9.9" Allowed = 0.434" 12 12 12.00 V M-4x6 M-4x6 N 12.00 MAX HORIZ. LL DEFL = -0.009" @ 13'- 4.3" A1N6ri MAX HORIZ. TL DEFL = 0.010" @ 13 - 4.3" cq o o I8 9N 0 -7/10 --/1 1 1 1 1 1 1 1 5-02-04 3-05 3-02-04 1-08-08 �Q P R OA 1-00 13-06 1 �C,� C?IN 'A---/p.i, CZ' 89200PE 9r` . .y JOB NAME : RIVER TERRACE FRENCH 5 PLEX - BH3 Scale: 0.3993MIMI WARNINGS: GENERAL NOTES, unless etlsenoted 'P h.rw �+ 1.Balder and erection contractor Mould be advised of al General Notes 1.This design is based only upon the parameters shown and b for an Individual 'p, A_GREG©N �4 Truss: BH3 end Waminge before combustion commences building componem.Appliwblity of design parameters end 2.254 compression web bracing must be Installed Where shown a, Incorporation of component is the naponeth g per goer. Ino poneay of the*for deal /"6 /Q I.� n � 3,Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom dams to be lalerely braced al f 14 L Is the responsibility of the erector,Additional permanent bracing of T o.e.and at 10 os.reapeciNay unless braced throughout their length by continuous sheathing such as pynood sheething(TC)and/or drywall(BC), /l /s e �� DATE: 6/15/2016 the overall structure is the rospensibgdy et the building designer. 3.24 impact bridging or lateral bracing required Where shown♦e - SEQ.: K2 0 814 51 4.No load should be applied to am ww mpont until ager all bracing and 4.Installation of truss Is Mresponsibility sponsibility of the respective comredor, fasteners are complete and et no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS I D• LINK design bads be applied to any componet, and are for'dry condmon•of use. 5.Convents has no wntml over end assumes no responsibility for the 6.Design assumes NA bearing et all sspp d.Mown.shim or wedge it EXPIRES; 12/31/2017 fabrication,handling,shipment and installation of components. necessary, 6,This design is famished subled to the limitations set forth by 8.Plattesnsassumes e8 be locateedduon bothdrainage fa es et truss, nd placed so their center June 15,2016 TPI/WICA in BCSI,copies of Whbh ND be furnished upon request. line coincide Pith joint center lines. MITek USA Inc./Com uTrus Software 7.6.7 1 L E 9.Digits indents size of plate in Inches. p ( )- is.For basic connector plate design values see ESR-1311,ESR-1988(MTek) r 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/Cil=1.00 TO: 2,0 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 9=( -87) 357 9- 3=( 0) 183 BC: 2x9 KDDF fkl&BTR SPACED 29.0" O.C. 2- 3=(-634) 250 9-10=(-106) 352 9- 6=( -61) 64 WEBS: 2x9 KDDF STAND 3- 4=( 0) 0 10-11=(-225) 432 6-10=( -51) 153 LOADING 3- 6=(-348) 266 11-12=) -43) 61 10- 7=(-139) 192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 7-11=(-960) 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 29"00 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) OVERHANGS: 12.0" 0.0" 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.92 KDDF (1400) 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 ,.� s - + s- +- - •- +. ** For hanger specs. - See approved plans 0-02-10 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 ,f.1 MAX 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" 4 ff 1 f MAX TL CREEP DEFL = -0.022" @ 8'- 1.4" Allowed = 0.629" 5-02-04 1-05-07 1-05-07 3-02-04 2-00 MAX TC PANEL LL DEFL = 0.033" @ 3'- 0.0" Allowed = 0.939" 'l' '( 1'f 'f 1' '1 MAX HORIZ. LL DEFL = -0.010" @ 13'- 4.3" 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. 41h1 7,112.00 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=1.6, 10 11 I (V *,12 r--I y 5-02-04 y 3-05 y 3-02-04 y1-08-08y `��� NG 619 J,y y <cy 2, 1-00 13-06 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - BH4 ;! /-*1 Scale: 0.2646 �t' 7 WINIIe�,1,, la WARNINGS: GENERAL NOTEb unless tithe parameters 7 OREGON�A Ia 1.Builder and erection contractor should a advised or el General Notes 1.TN*design N baud only upon the parematers shown and b for an Individual l� A.Truss: BH4 and Warnings before conabudbn commences. building component.Applicability of design parameters and proper /� • 2.2s4 compression web bndng must be Instated where Moven*. Incorporation of component N the responsibility of the building designer. # o) .-7 y w 2- .4. 3.Additional temporary bracing to insure oddity during construction 2.Design assumes the tap and bosom MOMS to be leteraly braced N "�✓ 1 Y' ...... Is 0d respondN f me erector.Additional permanent bract r T o c.in and sheathing to isashes ply ood.hnless read throughout dryhrl(R). R R 1 k..�'^ Ity o permed rig o continuoustICYo.c.such ti plywood sb raced throughout hoot their tlryw length b DATE: 6/15/2016 the overall Mixture h the responsibility of the building designer. 3.2r Impact bridging or hterel bradng required where shown•* SEQ.: 2 0 81.15 2 4.No load should be applied to any component untt after all bradng and 4.Installation of trues responsibility or the reepocthe contractor. fastened are complete and at no time should any bads greater than 5.Design Islam..busses are to be used Ina non-corrosive environment, TRANS ID• LINK &.don loads be app lied m any component. and are for^dry condition"of at a. EXPIRES: v�1 tn7)ry /2 5.CompuTNe has no control over and assumes no responsibility for the 8.necessary.nassumes NA staring at all supports shown.Shim or watlge if EA r����' '�2/,�]'�J[,01 7 fabrication.nisuling,shipment.0.06lndelteanof s�mpohby 7.Design hallassumes adequate drainage hprovided. June 15,2016 8.This design h furnished subject to the NmAatbna eat forth by S.plates shop be bated on both leas of Was,and placed so Mair aster TPIW TCA In SCSI,copies of which will M furnished upon request. In..coined.with Joint anter linea 9.DIEM indicate do of plata m Inches. MITek USA Ino.ICompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values sea ESR-1311,ES11•1988(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 810BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 99 2-9=(0) 0 BC: 2x9 ROOF 813BTR SPACED 24.0" O.C. 2-3=(-BB) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. PON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF HEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 45.0 PSF O'- 0.0" -72/ 924V -26/ 102H 5.50" 0.68 KDDF ( 625) 2'- 11.0" -55/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 POE 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 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/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 = 0.000" @ 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 = 0.159" 1 1 MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.206" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 8.00 177 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.4ft, 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 Li) in the plane of the truss only. 0 Or PI f O in 0 o 20. 11114 M-3x9 1 1 1 1 1-06 4-00 'PROVIDE FULL BEARING;Jts:2,3,4 I C� s ,AG NE�'�' /� 89200PE• { JOB NAME : RIVER TERRACE FRENCH 5 PLEX - BJ1 Scale: 0.6296 e �' Cr WARNINGS: GENERAL NOTES, unless otherwise noted' /''� *NiC Truss: BJ1 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an Individual 'f' 0 1 i 1 4 and Warnings before construction commences. building component.Appllobilhy of design parameters end proper L a Yv `Jc 2.bxa compression web bracing must be installed where Mown it. Incorporation of component is the responsiblby of the building designer. /© -7 ' i 4 9(' .yy 3.Additional temporary bracing to Insure stability during construction 2.Design sesames ms top and bottom dards to be laterally bread et L ) h me responsibility of the erector.Additional permanent bracing of Z'continuous and et 1G o.c,such as ply anises braced throughout their length by R R 4 L� DATE: 6/15/2016 me overall structure I.me redblit of the build) designer. continuous Meambp such as plywood aired here s own«drytwg(BC). -! won v building 3.zx Impact bridging or lateral bracing required wears sown«. SEQ.: K2 0 814 5 3 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the respensiblity of the respective conlredor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, loads beapplied to an M. and are for"dry condition"of use. tied TRANS ID: LINK graany Com WTms hes no control over and assumes no responsibility for the 6.Design assumes fust bearing at al supports shown.Shim or wedge If EXPIRES: C[r• .pry/ry /I//11 fabrication,handling,shipment and Installation of components. ry' RLt3 1L s} Gil ,.PlaPgn t shallassumes adequate on Is providbuss, . June 15,2016 S.This design Is furnished aubled to the limitations ear forth by 8.Plates shall be bated an bulb/aces of buss,and placed so their center TPLWICA In SCSI,copies of which nil be furnished upon request. In.s coincide with joint center Imes. MITek USA Inc./CompuTrue Software 7.6.7(1L)-E 1U perrlbasislcoconnector pf ate designin values pre.. see ESR-1311,ESR-1988(Utak) 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 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-91) 32 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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" -74/ 332V -29/ 80H 5.50" 0.53 KDDF ( 625) 1'- 2.9" -97/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) LL = 25 PSF 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. 2OND. 2: Design checked for net(-7 psf) uplift at 29 "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 = 0.003" @ -1'- 0.0" Allowed = 0.067" 1-03-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" f fMAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.054" 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" 12.00 F77 MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 140 mph, h=21.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '' load duration factor=1.6, End vertical(s) are exposed to wind, H Truss designed for wind loads in the plane of the truss only. co 0 o I Lo 0 M-3x4 1 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,3,4 < 0 PRO/tss {cNGIN ' �5. /2� 4 89200PE <' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - BSJ1 Scale: 0.7033 IVOlg !� •Ar- WARNINGS: GENERAL NOTES, mien otherwise noted. OREGON 1.Builder end erection contractor Mould be advised of all General Notes t.This design b based only upon the parameters shown end is for an Individual ,yj V G VON Truss: BSJ1 and Warnings before conetrudiun commences. building component.Applicability of design parameters and proper tow /A (� 2.1x4 compression web bradng mud be Installed where shown". incorporation of component is the responsibility of the building designer. I/� "'T A !)v� "�." 3,Additional temporary bracing to Inure stability during construction 1.Design assumes the top and bottom chortle la be laterally braced at SJ ^ e7' 4 �� b the ro ndbUty o!the erector.Addiiond permanent bracing of 2 ntiro.cend al l O hin.such respectively noises braced throughout their drywall(B). !1 1 R11. - DATE: �•D" coMinucus sheathing en such ea plywood sheathing/IC)r.,,s and/or dryweB(BC). 6/15/2016 Sr.overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bradng required vier"shown+. 4.No load should be applied to any component until after en bradng and 4.Installation of trues is the responsibility of the respective contractor. SEQ.: K2 0 819 5 5 fadenere are complete end at no gins should any toads greeter then 5.Design assume"busses are to be used Ins non-corrosive environment, design beds be appti d to any component. end are kr"dry condition of use. TRANS ID: LINK s.compuTusnaenacontrol over end assumes noreeponroAAytor the 5.Design assumes NA lb bearing at asupporehown.ShimorwedgeIf EXPIRES: 12/31/2017 fabrication,handling,shipment end Installation of components. 7.Design sumes adequate drainage is provided. June 15,2016 B.This dedgn le furnished subject to the limitations eet forth by S.Plates shall be located on both faces of truss,end placed eu their center TPIMWPCA in BOSI,copies of which MS be furnished upon request. Ane coindde with Joint canter lines. 9.Digits indloete dm of piste in inches. MiTek USA,lnc./CompuTnls Software 7.6.7(1 L)-E t0.For bask connector piste design values sea ESR-1311,ESR-19M(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=(-108) 170 6-7=(-238) 651 1-6=(-156) 122 4-8=(-290) 153 BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2-3=(-757) 315 7-8=(-149) 549 6-2=(-929) 219 8-5=(-122) 650 WEBS: 2x4 KDDF STAND 3-4=(-658) 278 8-9=( -60) 80 2-7=(-270) 269 5-9=(-884) 238 LOADING 4-5=(-700) 197 3-7=(-235) 502 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 7-4=(-231) 189 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" -148/ 948V -298/ 317H 5.50" 1.52 KDDF ( 625) 20'- 11.0" -145/ 935V 0/ OH 5.50" 1.50 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. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.018" @ 9'- 10.4" Allowed = 0.667" 9-08-10 11-02-06 MAX BC PANEL TL DEFL = -0.157" @ 4'- 8.4" Allowed = 0.604" 1' 4-09-01 4-11-09 5-05-07 5-08-15 MAX HORIZ. LL DEFL = 0.008" @ 20'- 9.2" f f '1 1' I MAX HORIZ. TL DEFL = 0.012" @ 20'- 9.2" 12 12 M-5x6 12.00 7 3 Q 8.00 Design conforms to main windforce-resisting Qa system and components and cladding criteria. 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, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 4 M-3x9 Illpkl 2 r,. M-3x9 M-1.5x3 N f O trn 1i , 0 11:611109.1 Ril 6." 7 8 a..9 M-3x4 M-3x8 M-3x4 M-1.5x3 M-3x5(S) l l 1 9-10-06 5-07-03 5-05-07 14-00 y 6-11 y �� 9 Pf�QF�SS J. J. �N (c.,NG i N fi.,9 /O 20-11 >. '7 89200PE re JOB NAME : RIVER TERRACE FRENCH 5 PLEX - Cl ����' Scale: 0.2173 WARNINGS: GENERAL NOTES, unless otherwise noted. 'b' Truss: C 1 I.Binder and erection contractor Would be advised of all General Notes I.This design h based only upon the parameters Mown end Is for en kdloldal 'f' y OREGON and Warnings before conetrunlen commences. building component.Applicability of design parameters and proper •"!7 2.204 comprefNon web brodng must be Installed where shown i.. incorporation of component h Inc responsibility of the building designer. �^ �` 14 n°� 3.Addilonal temporary bract to insure stability during 2.Design assumes the top end bottom chords to be laterally braced el '�/ I L �4y, po ry rip g conetrudlen 7 o.c.end at 10 o.c.respectively unless brecW throughout their Nngth by1/4 /:3' r_ is the responsibility of the eredor.Additional permanent bracing of continuous sheathing such a•ns n d sheathing(TC)site end/or d / �-. R I L� DATE: 6/15/2016 the overall structure la the responsibtitiy of the building designer. 3 2a Impact bridging or lateral bracing required where shown*rywan(BC). Il SEQ. : K2 0 814 5 6 4.No ked should be applied to any component until after ell bracing and 4.Installation of tons is the responsibility of the respecthe contractor. fasteners ere compute end at no time should any bade greeter than 5.Design assumes trusses are to be used In a ren-oorrosNe environment, TRANS ID: LINK design loads be applied b any component. end are ror^dy conditionof use. 5.Cam Trus hes no control over end assumes no n 5.Design assumes NA bearing at all supports Mown.Shim or sedge if EXPIRES: 12/. 1/2017 pu responsibility for Me eµry q fabrketioo,handling,shipment end inaeltation of components. 7.Dedgn assumes adequate drainage Is provided. June 1 5,20 1 6 8.This design is furnished subject to the timttations set forth by 8.Plates MI be bated on both faces of truss,end paced so Rein center TP WOTCA in SCSI,copies of With will be furnished upon request. fines coincide vMh)obi center lines. 9.Digit.indicate size of plate k inches. MiTek USA,Inc./CampuTrus Software 7.6.7)1L)-E 10.For basic connector plate design velum see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-11-00 GIRDER SUPPORTING 8-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1887) 299 7- 8=(-269) 370 7- 1=(-2103) 309 10- 4=( -68) 879 2x6 KDDF #16BTR T2 2- 3=(-1891) 381 8- 9=(-307) 1298 1- 8=( -137) 1339 4-11=(-1291) 202 BC: 2x6 KDDF #166TR LOADING 3- 4=(-1297) 305 9-10=(-256) 1488 8- 2=( -233) 105 5-11=( -102) 474 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -763) 225 10-11=(-256) 1488 2- 9=( -157) 176 11- 6=( -202) 1518 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 20'- 11.0" V 5- 6=(-1121) 260 11-12=( -74) 115 9- 3=( -192) 1002 6-12=(-2184) 319 BC UNIF LL( 75.0)+DL( 80.0)- 155.0 PLF 0'- 0.0" TO 20'- 11.0" V 9- 9=( -345) 101 TC LATERAL SUPPORT 5= 12"OC. UON. BC LATERAL SUPPORT 5= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -324/ 2353V -214/ 2720 5.50" 3.77 ROOF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 11.0" -332/ 2353V 0/ OH 5.50" 3.76 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BOND. 2: Desicn checked for net l-7 osf) uolift at 24 "oc soacina. ** For hanger specs. - See approved plans 17-05-05 10-05-05 3-05-11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.040" @ 12'- 2.5" Allowed= 0.667" fMAX TL CREEP DEFL = -0.090" @ 12'- 2.5" Allowed= 1.000" 3-08-01 3-02-03 5-04-04 5-06 3-02-08 f 1' 1' 1' 1 1' MAX HORIZ. LL DEFL= 0.010" @ 20'- 8.3" 12 12 MAX HORIZ. TL DEFL= 0.017" @ 20'- 8.3" M-4x6 M-4x6 12.00 7 - M-3x8 Q 12.00 Design conforms to main wrndforce-resisting �f M�. system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ti load duration factor=1.6, End vertical(s) are exposed to wind, M-4x6 Truss designed for wind loads M-3x4 in the plane of the truss only. in M-3x6 1 0 1 N f r E®WM NIFI b�INDIN F�I��F�9 N o AI ,�r-I O i'�iI_�1�_0,a M-3x4+ 7** e 9 M-5x8+ M-3x4+ 10 11 *12 M-1.5x4 M-3x5 M-3x8 M-3x6 M-5x6(S) M-4x8 M-1^5x4 M-5x8+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-5x8+ M-5x8+ M-5x10+ M-5x8+ M-5x8+ 1 1 1, 1 ' , 3-04-09 3-03-15 5-06 5-06 3-02-08 y R PRp 4 . y 14-00 l 6-11 y c..;.. t„‘.01144, ', 20-11 892O0PE �<^ JOB NAME : RIVER TERRACE FRENCH 5 PLEX - CH1 . ��"� Scale: 0.2435 I. 1,Baldere GENERAL NOTES, unless olherwlar noted: y� OREGON t, de,./../ 1. and erection contractor should be advised of al General Notes 1.This design is bard lose,upon the parameters Moven and is for an individual V fl l�V�1 '�G/ Truss• CH1 end Warnings before construction commences. building component.ApplkabeEy of design parameters and proper /( �y • 2.284 compression web bracing must be installed where shown+. incorporation of component is ms responsibility of the building designer. .�A� =a } 14 ? w* 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top sot bottom chords to be laterally braced at '�./ Y' by is the reaponsibil f the erector.Additional permanent bracing of T contGo.inuous and et ea o n reach as ply wooer braced throughout their dry length). M,E F3 I t` N o continuous t sheathing were as edy unless sheathing(7C)brcedthroughout drywal(BC). Y DATE: 6/15/2016 the overall endure a the NaponsIblity of the building designer. 3.28 impact bridging or Mend bredng required where shown++ Co E Q a: K2 0 814 5 7 4.No wad ahold be applied to any component until ager all bracing and 4.lrtaladon of truss is the responsibility of the respective antrador. fasteners an complete and at no Nene should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID' LINK design loads aapplied teany componeM. and are for"dry condition"ruse. 5.CamWTma Ms no antro)over and assumes no responsibility for the 8.O�egnn assumes full bearing at al supports shown.Shim or wedge if EXP I C7 ES: 1 2/31 j2017 ,y. EXPIRES:C t? 1 L il f fabs desin.handing,shipment and iestsiletwn of components. 7.Design assumes adequate drainage N proWded, June 15,2016 8.This design is furnished subject to the limitations sit forth by 8.Plates shall be located on both faces of truss,and placed so their center 7PIM7CA In BC51,copies of whin oil be furnished upon request. fines coincide with joint anter line. 9.Digits indicate Mr of pate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(10-E t0.For basic annedor pate asign values see 158.1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-857) 255 8- 9=(-297) 258 8- 1=(-906) 279 11- 6=(-155) 132 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-771) 397 9-10=(-322) 695 1- 9=(-108) 578 6-12=(-329) 193 WEBS: 2x4 RODE STAND 3- 5=(-485) 357 10-11=(-170) 503 9- 2=(-136) 139 12- 7=(-190) 651 LOADING 9- 5=( 0) 0 11-12=(-195) 508 2-10=(-257) 213 7-13=(-903) 306 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 5- 6=(-672) 356 12-13=( -59) BO 10- 3=(-192) 279 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-665) 215 10- 5=(-146) 102 TOTAL LOAD = 95.0 POE 5-11=( -64) 221 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -196/ 941V -273/ 292H 5.50" 1.51 MODE' ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 11.0" -196/ 991V 0/ OH 5.50" 1.51 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. M-3x4 where shown; Jts:2,6-7,9,11-12 ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 0-03-14 .r-f VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 8-11-12 1-10 10-01-04 MAX LL DEFL = 0.016" @ 10'- 10.6" Allowed = 0.667" AI ' f ' 1 f MAX TL CREEP DEFL = -0.032" @ 11'- 5.1" Allowed = 1.000" 4-05-12 4-04-04 1-11-12 4-10-08 4-10-14 MAX HORIZ. LL DEFL = -0.008" @ 20'- 9.2" '' 1' 1' 1'l' MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" 12 12 M-4x6 M-5x6 ' 8.00 12.00F77 3 9 Design conforms to mar n windforce-resisting system and componentsand cladding criteria. 4,/,21,77-. Wind: 140 mph, h=29.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 ' i f o ui m 1ii111111111b.- I 0 8 * 9 10 11 12 **13 M-1.5x3 M-3x8 M-3x5(5) M-1.5x3 l l ), ci l y y 4-02-04 4-14-00 06 2-08-13 9-10y 06 6-11-07-06 ; �`�0 PROF.k, . Ikotp 20-11 .. 89200PE 5t JOB NAME : RIVER TERRACE FRENCH 5 PLEX - CH2 -- Scale: 0.2253 i if''°' ilk Ct WARNINGS: GENERAL NOTES, unless otherwise noted: .�y [�R j�f� 1.Builder end erection contractor should be advhed of al General Notes 1.This design Is based only upon the parameters shown end is for an Individual 7 "�••EGON 1�'r Truss: CH2 and Wemings before conetrudbn commence.. building componentApplicability of design parameters and proper a r� dC 2.2x4 compression Web bradng must be Botelbtl where Moven*. Incorporetbn of component is the responsibility of the building designer. /� -7 1 A 2.C'\ �"�"' 3.Additional temporse/bracing b Insure stability during construction 2 Design assumes Me lop end bottom chords to be laterally braced N V 1 Y' ,*r, is the responsibility of the erector.Additional permanent bracing of Toto.and ate o n ouch a red/seemly wiles braced(TC)throughout their length R.11.\- DATE: p Won germane continuous sirotlhing such as plywood sheathing(TC)and/or drywal(BC). 6/15/2016 the overall structure Is the reepenewllry orme building designer. 3.24 limed bridging or labral bracing required where Mown** SEQ. : 2 0 81,l 5 8 4.No Toed should be applied to erg component until after ell bredng and 4.Installation of truss I.the responsibility of the respective contractor. fasteners are complete and at no the should any loads greeter then S.Dodge assumes Misses are to be used in e non-corrosive environment, TRANS ID: LINK design bads be applied to any component. De Cr.nfor m fullbe ring use. 5.CompuTen nes no control over end assumes no respondbilNy for the e.Design NA bearing at ash supports Mown.Shin or wedge II EXPIRES: 12/31/2017 ry fabrication, ae.shipment end installation of components. 7.Design assumes adequate drainage Iprovided. June 15,2016 Is Nisle 6.Thla design is mlahed subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so flash center TP WJTCA in SCSI,wpbs of which nil be Metered upon request. S.lines bdedde sith Mint e of plate terlines. inches. MITek USA,Inc./CompuTrue Software 7.6.7(1L)E 10.For basic connector plate design value.see ES/tit 311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 DUTCH SETBACK 1-00-00 FROM END WALL INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 41&BTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=1-4316) 760 1- 7=1-1196) 3599 2- 7=( -642) 3816 10- 5=(-630) 3730 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=1-3026) 592 7- 8=1-1216) 7666 7- 3=(-4474) 772 WEBS: 2x4 KDDF STAND; 3- 4=(-7424) 1316 8- 9=1-1228) 7764 3- 8=( -286) 1984 2x9 DF STAND A LOADING 9- 5=1-2958) 530 9-10=(-1228) 7764 8- 9=1 -382) 910 LL = 25 PSE Ground Snow (Pg) 5- 6=1-4216) 744 10- 6=(-1210) 3548 9- 9=1 -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 4-10=1-4710) 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)+DL( 350.0)= 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J� ( 2 ) complete trusses required. 0'- 0.0" =760/ 4284V -2000/ 2000H 5.50" 6.85 KDDF ( 625) Attach 2 ply with 3"0.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -760/ 9289V -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 2x4 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 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.048" @ 3'- 10.2" Allowed = 0.292" MAX TL CREEP DEFL = -0.104" @ 3'- 10.2" Allowed = 0.438" MAX HORIZ. LL DEFL = -0.014^ @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.029" @ 0'- 5.5^ 1-00 7-08 1-00 ICOND. 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: 140 mph, h=20.9ft, 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, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-4x10 M-5x6 2 3 9 5 10,'N. ________________ 1-_ -_:________________-- -_ -_ - __ 4 o I 1 a' 1_ 1'1 c j,_ l' �n I I I � I lei 7 8 9 10 ?S6 I 0 0 M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 M-6x8 l ). l l 1 y 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 l y 9-08 ..,„0 PROFF°�i' Cs�c� 'c,NG I N F�+ , 89200PE (-- JOB NAME : RIVER TERRACE FRENCH 5 PLEX - DH1 r Scale: 0.4855 i«AI /'y. WARNINGS: GENERAL NOTES, unless othe,WM noted OREGON V,^ 1.Builder and erection contractor Mould be edvlssd of ell General Notes 1.This design Is based only upon the parameters shuvm end h for an individuall� Truss: DH1 and Wemirpa before conMudbn commences. building component.ApplicabAby of design parameters end proper �1-. / i yr AA 2a4 comprastlon web bradng must be Installed Where Mown e. incorporation of component h the rosponsibAAy of the building designs, �^ q 'a°� 3.Addlbal temporary bracing b insure stability during construction 2 Design aaeumes the top arra bottom drone b M IalaraAy braced N /0 14 ,,,0- 2. b sire reapontlblty of IM erector.Addesal permanent basing of 7 o.c.end at 10'o c respectively unless braced throughout their length by DATE: 6/15/2016 the overall shucture h the n eibl f the build) designer. continuous sheathing later as plywood sheathing(TC)wheresander drywaA(BC). -!!�r 1 i I 1 aprnn AYo building 4.In Impact&(rug or theresponsibility bracing required WhereMown+a fl l.. SEQ.: K2081960 4.Nobadshould haepprNntoany timp out until averall eadngand 4.Designsiuestnisesereoused a nr.erreecontractor. fasteners Cr.complete and at no time should aro'loads greater men 5. orassumes"drytwines are to be ueb Ina non<anoMe environment. TRANS ID: LINK deAgnbaabeapplied bany component. arae.rarordryandBan of use. B.CompuTrus Ms no control over and assumes no reepon.Bilsy for the 6.Design full bearing et el supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling.shipment end intlalbtion of components, 7. 7.Design t..sh umeeadequate on e isfeces provided. June 15,2016 8.This design h furnished cabled to the limitations set forth by B.Plates shall ha baled on Oom hat of buss,end plead n their abler TPVWICA in BCSI,copies of which WI be furnished upon request. lines coincide with Joint center bins. 9.Digits Inmate Nn of plate in inches. MITek USA,Ina/CompuTrus Software 7.6.7(1L)-E 10.For hese connector plate design values see EMI 311,ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 1-2=(-39) 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-56) 26 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA 12 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 261V -21/ 74H 1.50" 0.42 KDDF ( 625) 12.00 7 0'-TOTAL LOAD = 95.0 PSF 11.2" -19/ 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. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.090" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design conforms to main windforce-resisting 0011/alailmillilim-1:" system and components and cladding criteria. o11 Wind: 190 mph, h=19.7ft, TCDL=6.O,By. 0' 0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),I load duration factor=l.6, E- End vertical(3) are exposed to wind, rlo Trussdesignedforwindloadsintheplaneofthetzussonly.I � ,c),0pRQj 1 1 00 1 1-ao 1 �� 0 k*; /0 'PROVIDE FULL BEARING. ' -{,� 89200PE 17r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - DJl .. y //.,„p Scale: 1.0758 44� • � ' WARNINGS: GENERAL NOTES, unless fherwlsa noted. I. Cr Truss: DJ11.Builder and erection contractorshould be adyleetl of allGeneral Notes hae Thisdes tin bed only upon the parameter.shown and Is for en Individual 71m OREGON �le. and Warnings before construction commences. building component.Applicability of design parameters and proper to and 2.254 compression web bredts cub be Installed where shown,. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes me top est bottom. b to be laterally braced N r,Q 'r 4 2,0 �"' Is the rosponslbilry of the erector.Additional permanent bracing of 2'o.0.and et iP a.c,rospedNaty unless braced throughout their length by (]- DATE: 6/15/2016 the oversl structure la he responsibility of the burld ng designer, 3.25 Impact continuousstroathlnr lateral bracing such as required and/or drywell(Bc). nA1 Sd SEQ.: x2081461 shown s r. 4.No load should be applied to au component until after ail bracing end 4.Instals noff rossg is the responsibility rattle roapedne contractor. l� {•• fasteners are complete end at no time should any bads greater than 5.Design assumes busses are to be used In e non corroWe environment, TRANS I D: LINK design loads be applied to any component. end are for ananlon of u.. 5.CompuTms has no control over and assumes no responsibility for the a.Design assumes furl bearing st al supports shown.shim or w.dpa If EXPIRES: 12/31/2017 fabdcetion,handling,shipment and installation of components. 7. es umes adequate s provided. 6.This design Is furnished subject to the limitations set forth by a.Plates Design shall be bated on both hgsge iof truss and placed s their center June 15,2016 TPVWICA In BCSI,copies of which w4(1 be furnished upon request. Ines coincide with Joint center Ilnee. MiTek USA,Inc./CampuTrus Software 7.6.7(1L}E 8.Digits Indicate size of plate In Inches. IL For bastc connector plebe debgn values see ESR-1311.ESR-7899(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-02-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/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) 3996 10- 5=(-572) 3424 BC: 2x6 RIDE' #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2754) 992 7- 8=(-1062) 6862 7- 3=(-3922) 666 3- 4=(-6532) 1156 8- 9=(-1072) 6944 3- 8=( -264) 1850 WEBS: 204 KDDF STAND; 2x9 DF STAND A LOGrIuG 4- 5=(-2696) 482 9-10=(-1072) 6944 8- 4=( -382) 886 LL = 25 PSF Ground Snow (Pg) 5- 6=(-3849) 676 10- 6=(-1249) 3372 9- 9=( -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"OC. 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( 931.2)+DL( 345.0)= 776.2 PLF 0'- 0.0" TO 9'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -709/ 4010V -2000/ 2000H 5.50" 6.42 KDDF ( 625) �,- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 2.0" -709/ 4010V -2000/ 2000H 5.50" 6.42 KDDF Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: \A) 9" cc in 1 row(s) throughout 2x9 top chords, ,X`/X\ 6" cc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lO PSF LIVE LOAD. TOP 9" 0c in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 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" 1-00 7-02 1-00 1 1 1 1 'COND. 3: 2000.00 LBS SEISMIC LOAD. I 1-00 2-09-11 2-06-07 2-02-15 1-00 Design conforms to main windforce-resisting 1 1 1 1' 1' 1 system and components and cladding criteria. 12 12 Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 17 N 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-3x10 M-5x6 2 3 4 5 1104 ................„..............„....---1--- -- I :n- I + I Ik 1 1 JI� I D I o I 1 7 8 9 10 6 0l o M-5x10 M-9x6 M-3x6 M-5x10 M-6x8 ' M-6x6 l 1 )' 1 J, l 1-03-08 2-09-11 2-02-15 1-11-07 1-03-08 )• 9-02 y '<Q,V PRQ/2 cl tNGINE. 6) i°.9 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - EH1 41VScale: 0.4991 , ��r/} j - WARNINGS: GENERAL NOTES, ideas olhervdee noted. OREGON WPI . ��C/ ,.Budder end erection aonbadar ehodtl be advised of aN General Notes 1.This design h based only upon the parameters Mown and b for an krd.WWl Truss: EH 1 and weminpa before senawdlon aemmenaes bulking component.Applbablllty of design parameters and propel `,, 2 2.2e4 compression web bradng moat be installed where shown«, Incorporation of component h the rayondb.%y of the building designer. GyO '9 1" M A. N.V. J.Addklonal temporary bracing to Insure st b%ily doting construction 2 Design assumes the top and bantam chords to ids i terelty braced et v d... 1't la the responsibility of the erector.Additional permanent bracing of c nBn and at hes hin respectively es ply anode braced throughout they length by ' R Fill.,..- DATE: I S cormnudua sheathing such ea plywood sheathing(TC)anNor drywa%(Bc). Y DATE: 6/15/2016 the overall stiructure 6 the responsibility of the buibing designer, J.2s Impact bridging or lateral bracing required where she.a a SEQ.: K2 0 814 6 3 4.No load ehouNd be applied to any component until after all bradng and 4.Inetalatlon of truss Is the responsibility of the respective centredo, fasteners era complete and at no time should any loads greater than 5.ledge assumes trusses are to be used In a non<orrosks environment, design batls be applied to any component. and are or"dry condition"of use. TRANS ID: LINK 6.Design assumes MIbearngata%supporesiiain.Shim orwedge If EXPIRES: 12/31/2017 5.ComWTrus has no control over and assumes no responsibility for the mmmry, febrkation.handling,ehipment and Installation of components. 7.Dedgn uaumes adequate drainage h provided. June 15,201 6 5.This design Is furnished sub)ad N the%mltetlom set form by 8.Plates shad be bated on both faces of truss,and placed w Meir center TPtMlfCA In SCSI,copies of whkh cold be Nmhhed upon request. Ines coincide with hint 9.Digits indicate she of plata Inrinches. MITek USA,Ina./CornpUTrUS Software 7.6.7(1L)-E 10,For bask connector plate design vetoes see ESR-1311,ESR•1988(MITek) 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: 2x9 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=1-34) 84 2-9- BC: 2x9 KDDF 1116BTR SPACED 29.0" O.C. 2-3=(-56) 26 -(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC 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 12 DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PIP 0'- 0.0" -72/ 261V -21/ 74H 1.50" 0.42 KDDF ( 625) 12.00 V 0'- 11.2" -14/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -40/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 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. M /114/HP112.1112 oIWind: 190 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, No (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6,.-1 End vertical(s) are exposed to wind, Truss designed for wind loadsorn the plane of the truss only. N 0 M-3x9 1 l l '�� �G pN� x`616'' 1-00 1-00 \• (,N 6+ 0* (PROVIDE FULL BEARING. I 89200PE 'S- JOB NAME : RIVER TERRACE FRENCH 5 PLEX - EJ1 Scale: 1.0758 4111141,111111111111.e: a•/�)a.a..aa WARNINGS: GENERAL NOTES, unlace otherwise noted: + q`` 1.Balder and erection contractor should be advised Wall General Notes 1.TN*design b based only upon the parameters shown and la for an Indhlduel Truss: EJ1 OREGON and Warnings before construction commences. balding component.Appliubilitythe responsibility parameters end limper NI* 2 254 compression web bracing must be Metalled where shove a. Incorponllon orcomponent is the responstbMlry of the building astgner. Gal .41 " ) 14 ^1� 4 3.Additional temporary bracing to Insure stability during construction 2.Dastgn assumes the tap and bottom chords la be Ielenlly braced st •�', Is me reeponelNlity of the erecter.Additional permanent bracing of T o.c end et 1G a.c.respectively mime bnicedealtde throughout melt length by /�st L� CATS: 6/15/2016 the overall structure is the responsibility continuous sheathing such as plywood MeatNng(TC)and/or drywal(BC). ��l/ Fi aponsibiiy of the building designer. 3.2i Impact bridging or lateral bradng requked where Mown SEQ. : 2 0 814 6 4 4.No load Mould be applied to any timponent until after all bracing and 4.Installation of truss is the repanelb4lty of the respective contractor. fasteners are comp complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a rwncormslvs envknnment, TRANS I D: LINK design loads be applied to any component, end are ro dry condition"or use. 5.CompuTrus has no control over end assumes no responsibility for tM 5.Design assumes fat bearing at all supports shown.Shim or wedge It EXPIRES: (REEv i n/ey. f�i 01..r tebroalbn,handling,shipment and mstallatbn of components, necessary. C f S LLl2..1 i' s provided. 8.This design b furnished sullied to the limitations set forth by 8.Plates nshal be locateassumes d on ate drainage i as both Noes of truss,end placed so their center June 15,2016 TPPINTCA In SCSI.copse of which will be famished upon request. linea coincide with joint center Imes. MiTek USA,Inc./CompUTrus Software 7.6.7(1L}E 5.Digits indicate size of pate In Ines. 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 18-09-06 MONO HIP SETBACK 3-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 IC: 2x9 KDDF #1&BTR 18-09-06 GIRDER SUPPORTING 20-11-00 FROM 8-03-00 TO 18-09-06 1- 2=( 0) 89 2- 9=( -782) 3364 9- 3=( -694) 3216 6-13=( -186) 1580 BC: 2x8 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4972) 1108 9-11=(-1688) 7432 9- 9=(-5184) 1200 6-14=(-6570) 1974 WEBS: 2x9 KDDF #1&BTR; 3- 9=(-3369) 788 10-12=( -70) 308 9-11=( -910) 2762 19- 7=( -268) 199 2x6 KDDF #1&BTR A; LOADING 9- 5=(-7514) 1734 12-13=(-1160) 5216 10-11=( -969) 2799 2x8 DF SS B LL = 25 PSF Ground Snow (Pg) 5- 6=(-5690) 1322 13-14=(-1166) 5282 11-12=(-1160) 5222 TC UNIF LL( 50.0)+DL( 20.01= 70.0 PLF 0'- 0.0" TO 3'- 6.0" V 6- 7=( -58) 72 11- 5=( -654) 2890 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 68.8)+DL( 27.5)= 96.2 PLF 3'- 6.0" TO 18'- 9.4" V 7- 8=( 0) 0 12- 5=( -466) 176 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 27.5)= 27.5 PLF 0'- 0.0" TO 18'- 9.9" V 12- 6=( -36) 328 BC UNIF LL( 236.51+51( 189.2)- 925.6 PLF 8'- 3.0" TO 18'- 9.9" V BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 72.91+11( 29.2)= 102.1 LBS @ 3'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 2353.0 LBS @ 7'- 9.5" 0'- 0.0" -871/ 3925V -85/ 195H 5.50" 6.28 KDDF ( 625) 18'- 9.4" -1239/ 5371V 0/ OH 5.50" 8.59 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. L-nan 2• focigo rharfoa fro- .,=r;-1 raft nph i ft At ha .,r. spa.-,0g 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans 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 = C.067" ( 2 ) complete trusses required. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 3:100" J� Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.059" @ 7'- 5.8" Allowed = 1.595" nails staggered: MAX TL CREEP DEFL = -0.160" @ 7'- 5.8" Allowed = 0.893" 9" oc in 1 row(s) throughout 2x4 top chords, @@�HANGER BY OTHERS TO APPLY A 9" oc in 2 row(s) throughout 2x8 bottom chords, CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.019" @ 18'- 3.9" MX)( 9" ac in 1 row(s) throughout 2x9 webs, MAX HORIZ. TL DEFL = 0.038" @ 18'- 3.9" 9" oc in 2 row(s) throughout 2x6 webs. 3-05-117-11-02 2-01-07 5-03-02 Design conforms to main windforce-resisting T f 1 f f system and components and cladding criteria. 3-05-11 3-09-05 3-10-05 2-08-07 4-07-14 0-03-12 Wind: 140 mph, h=21ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, f f 1' 1' '('' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 102.10# 12 load duration factor=l.6, 49 28 End vertical(s) are exposed to wind, 12.00 V Truss designed for wind loads in the plane of the truss only. M-4x6 M-3x10 M-5x12 f M-5x16 M-1.5x3 A A + , rn ,i . '+ M O 9 ,-7 /.7E-- ----"----. io M-5x16 M-3x8 iiI-11 ' - t, '( _, .'-t 10 12 13 JL50 19 M-5x10 M-4x12 M-3x6 M-6x10 M18HS-12x18+ ,1 y 2353# ), ), }. 3-04-04 4-01-08 3-09-05 2-04-15 5-01-06 y y `' EoPROPkt 1-00� y 7-03 11-06-06 c'S4 Nc3 NE'�� s, , 1-00 18-09-06 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - FH1 Scale: 0.2505 iiiir��•a try WARNINGS: GENERAL NOTES, anew of andso noted. SO'SSG Y1[7 C/"�©Aix .. 1e," I.Builder and erection contractor should be advised of al General Notes 1.This design is bawd only upon the parameters shown and la for an individual OREG I Y` 4, Truss: FH1 and Warning.before eonsNudbn commences. building component.Applicability of design parameters and proper / a� 2 2a4 wmprostlon web bracing moat be installed where ehovm*. ic mwryoraten of component Is the responelbelty of the building designer. <0 '1 1 A. 2V `"'�"". 3.Additional temporary bracing to Insure Hadley during construction 2 Design assumes the top and bottom chords to be laterally braced H �,/ 't �,tv is the responsibility of the credor.Additional permanent bracing of 7 o in and et ee c.c.Rich es ply plywood s brecod throughout their ylength(. ���R 10- DATE: y continuous t 10'c .each ti plywood sbraming(rou and/or drywaAgth b 6/15/2016 the overall structure la the reeponslbNty of the building designer. 3.9r loped bridging or Neral bracing required where Mown*• 4.No load should be applied to any component until after all bowing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K2 0 814 6 6 fasteners are compete and at no One should any loads greater man 5.Design essumea trusses ere a be used ins non.orrosWs snvlronmem, TRANS ID' LINK design Nada beapp led toany component. endg,.arssr.•cry fullben^ngane. apc 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 8.DeewaawmesNNbead telco da shown.Shim orwedge It EXPIRES: 12/3112017 8.This designsi Nmishedeubiedtothelmindling.shipment and itcomponents.tion of adequate Is tationssetforthby8.Elatos.halnekesttedonbothfacesofWsw,ed.andpiacedsotheircenter June 15,2016 TPW4fCA in BCSI,copies of Mich will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate dee of plate in Inches. MITek USA,IDC./CompuTtub Software 7.6.7(1L)E II.For beak connector plate design value.see ESR-1311.ESN-ta88(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: 2x4 KDDF #SSBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 1-2=( 0) 84 2-4=(0) 0 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 HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -36/ 310V -33/ 101H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -84/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 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. BOTTOM CHORD CHECKED FOR 1OPSF 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 = -0.002" @ -1'- 0.0" Allowed = 0.067" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" IMAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" 1 MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.7" Allowed = 0.197" 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" 7 12.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. � / Wind: 140 mph, h=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, om•-: End vertical(s) are exposed to wind, I Truss designed for wind loads o in the plane of the truss only. I N I- N O Ior- 0 f 111.- 4 M-3x4 if y 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,3,4 ' ii1,Eq PR0F4ss c6 . 6�yGiN /p -4k- , _.. 89200PE �r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - FJ1 • Scale: 0.6558 WARNINGS: GENERAL NOTES, wises otherwise noted i. OOP�� Truss: FJ1 1.Builder end erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and b for en Individual "9L 7OREGON �le" and Warnings before conebu tbn commences. building componentApplicability el design parameters and proper xit �✓ 2.2r4 compression web bracing must be bntelhd where shown«, incorporation of component is the responsibility of the building designer. I�^ t' Fy � 3.Additional temporary brsctng to Incurs Sabllny during construction 2.Design wanes the top and bottom Grohs to be laterally braced e1 '�/ _'/ V is the responsibility of the erector.Additional permanent bracing of 2 tit)and x110 hht respectively unless bawd throughout their length by DATE: 6/15/2016 the overall structure h the respansibnny of the building designer. continuous sheathing such bracing plywood wired sten,5 and/or drywel(BC). �` 4.Na load should be applied to any4.2s Impact bridging or lateral pon&b ry of the rasps ahs es•t a0 L+ SEQ.: K2081467PW component until alter all bracing and 4.Installation ofiNOlsiM rawanaibniry ohne reapactNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS ID: LINK deagnIonia beapplied toany wmponenI and are for"dry condition.orwe. 5.CompuTus has no control over and aseumss no meponalbinty forth. 6.Design assumes full beadle at aN supports shown.Shim or sedge if EAP'RES12/31/2017 fabrication,handling,shipment and installation of components. necessary. 7.8.This design Is furnished subject to Ms limitations eel forth by a,Design assumes adequate botdrah face Is provided. June 15,2 16 8.('tales coincide be located Join on boli laws of twos,and placed co their center TPWvyCA In SCSI,copies of which MI be furnished upon request. Ines coincide with Joint cents!lines. MITek USA Inc./CompuTN6 Software 7.67(1 L)-E 0.Digits Ordinate size of plate In Inches. 10,For bees connector plata design sallies see ESR-1311,ESR-1088(MOW) TPachisific designLumber preparedand fromTruss-BC computer input by LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-106) 92 3-4=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -27/ 391V -55/ 149H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -80/ 141V 0/ OH 1.50" 0.18 KDDF ( 625) 4'- 0.0" 0/ 45V 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 '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/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1' I MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" 4 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" MAX TC PANEL TL DEFL = 0.032" @ 2'- 2.0" Allowed = 0.437" 12 3 MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" 12.00 MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" (W Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .a load duration factor=1.6, I End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. rn o �� I dal o 0E7.24 ' � 5 0 M-3x9 J, l l 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,3,5 to 'cc' 89200P E c' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - FJ2Scale, 0.5501 -i. ,r-� • ii .. • WARNINGS: GENERAL NOTES, unless otherwise noted: - O E�'.MY /,. 1.Builder and erection contractor should be advised of al General Notes 1.This design a based only upon the parameters shown end Is for en individual Truss: FJ2 end Warnings before construction commences. building componentAppllostetty of design parameter.and proper 2 2x4 compression web bradng mud be installed Wier.shown.. Incorporation of component I.the responsibility of the building designer. /© Y' 1 q, v h 3.Additional temporary bracing to insure debNty during construction 2-Design assumes me top and venom chords to beroughlaterally bread et •LJ.0_ Is.the responsibility of the erector.Additional permanent bract f 2 0.0.and.hes tano.crespectively ply unbss traced(TC(9 out mak length). R R I% \ jJ bracing o continuous eheaminp such as plywood ahsathlnp(TC)and/or dryweN(BC). l..Y DATE: 6/15/2016 the overall structure Is the responsibility of the building designer. 3.2,Impact bridging or bterel bradng required where shown•+ SE K2 0 8 14 6 8 4.No Toed should be applied to any component until after all bracing and 4.Installation oftruss Is the responsibility of the respective contractor. 4. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non.00rrosNe environment, design loads be applied to any component. end are for"dry oondWlen"of use. TRANS ID: LINK Design assumes NA bearing al all copperas shown.Shim or wedge if EXPIRES. 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for Srihs necee.ary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. June 15,2016 8.This design is furnished subject to the limitations set forth by 8.Plates shall be iodated on both faces of truss,and placed so their center TPWMCA In BOSI,copies of whmh will be furnished upon request. g,DIee coincide with indicate sire of pplate teint rinches. . MITek USA,Ina./CompuTrus Software 7.6.7(1L)"E 10.For balk connector plate design values see ESR-1311,ESR•1B88(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 4WR/DDF/Cq=1.00 TC: 2x9 KDDF PDOBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-5=(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-301) 251 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=( -78) 50 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 = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -19/ 325V -92/ 231H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -181/ 262V 0/ OH 1.50" 0.34 KDDF ( 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" -49/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-7 psf) uplift at 29 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 4 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 = 0.000" @ 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" 12 MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" 12.00 MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 0 n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o End vertical(s) are exposed to wind, Truss designed for wind loads ko in the plane of the truss only. I 0 PillwajlIMIMINIMIIMIME 0 O 0 M-3x4 y 1-00 y 4-00 y 1-11-11 y ckp PRQFF [PROVIDE FULL BEARING;Jts:2,3,5,9 `r 89200PE r` JOB NAME : RIVER TERRACE FRENCH 5 PLEX - FJ3 .. Scale: 0.4454 411114111g1":; PIP WARNINGS: GENERAL NOTES, unless otherwise noted 10 "' Truss: FJ3 1.Mulder and erection contractor shouldbe advised of allGeneral Notes 1.This design Is based only upon the parameters mown end is Nr�r an Individual ' ' OREGON A. and Winnings before construction commences. baking component.Applicability of design parameters and proper x{n 4i4/1fi 2.204 camera Won web bracing mug be installed where shown t. incorporation of component is the responsibility of the building designer. (1� 3.Additional temporary bracing to insure debility during construction 2 Design assumes the lop and bottom shoran to be laterally breed et 0 ',4 2,Q (y"' Is the responsibpty of me erector Additional permanent bracing of 7 o.c and et 10 a.c.reepedwety unless braced throughout their length by `'.> responsibility of the bullding designer. cordin. sheathing such as plywood required where shown t 2(TC)and/or drywell(BC). 'e 16'n R 101 J.2s Impact bridging or lateral bradng ++ 4- DATE: 6/15/2016 the overall structure is theSEQ.: K2081469 4.No toad sHould be applied to any noeponent unel after all brasirg and 4.lnelalelion of totes Is tIre reapansibitity at rite respective nontranlar fasteners are complete and et no time should any beds greeter then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK desir hada be applied to any component. and are for"dry condition.'of use. 5.CompuTrus has no control over and assumes no responsibility forme 0.Design assumes Ad bearing at est supporta shame.Shim or wedge if EXPIRES: 2/31/201 7 fabrication,handling,shipment and Installation of components. necessary. .f�+ 7.Dplies Gall besaded on drainage is provided. June 15,2016 S.This design Is d subjectofn to the Ilmlletions set forth by S.Plates shall be focatea on both faces of truss,and placed so their canter IP WJICA In SCSI.copies Mitch will be furnished upon request. Ines coincide vim Hid center lines. MITek USA,Inc./CompuTrus Software 7.6.7(11}E 9.Digits indicate ars of plats in Inches. ig.For basic connector piste design values see ESR•t31 t.ESR•t gee(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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-160) 146 4-5=(-255) 239 4-1=1-149) 82 BC: 2X4 KDDF #16BTR SPACED 24.0" O.C. 2-3=1 -15) 7 1-5=(-200) 225 5-2=(-172) 160 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. CON. DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -24/ 185V -99/ 143H 5.50" 0.30 KDDF ( 625) 3'- 10.5" -84/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) ** For hanger specs. - See approved plans 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. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/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 HORIZ. TL DEFL = -0.001" @ 3'- 5.0" 3-06-12 0-03-12 Design conforms to main windforce-resisting T system and components and cladding criteria. 12 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, MWFRS(Dir), load duration factor=l.6, M-1.5x3 3 End vertical(s) are exposed to wind, -/ Truss designed for wind loads in the plane of the truss only. 111 to r+ M-3x9 inoI 41* to r+ 1 co 0 ,2-1 illillIlIlIlIlIlIlIlIll.- ON z allA4 M-1.5x3 M-3x4 l 3-10-0e y Co4.(:(, 4s9r0 -51 ti._.. 89200PE <' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - FJ4 //y Scale: 0.4659 ` ...._ 1 } ^, WARNINGS: GENERAL NOTES, unless otherwise noted. +a� OREGON Y I.Builder and erection contractor should be advised of all General Notes 1.This dation Is based only upon the parameters shown and Is for en Individual 7 1 Truss: FJ4 and Warnings before constradkn commences, building component,Applldsalny of design parameters and proper `Z �.na compression web br.ang mea be installed where shown moomorebon of component Is the rasponsiblly of me building designer. /O'wvo Y 14 C� P" " 3.Additional bracing to insure mobility dudng construction z Design assumes the top and bottom chords to be laterally braced at [ t]. by ie the responsibility of the erector.Additional permanent bracing of 2 continuous asheathing rssuch es plywood sheathin RC)and/or rywat)spectiveN unless braced throughout their BC A L V DATE: 6/15/2016 the overall structure N the responsibility of the building designer. 3.Di Impact bridging or lateral bracing required where shown t• SE K2 0 814 7 0 4.No bad should be applied to any component until ager all bracing and 4.Installation of tons Is the respenabllty of the respective coniredor. Q• fasteners era complete and at no time should any roads greater than 5.Design assumes trusses are to be used in a non<orrodve environment, assign loads be applied m any component. and are car"dry full b ori of use. TRANS ID: LINK B.Daeiunassumes NRbaedngatapauppobshown.Shimarwedge It EXPIRES: 12/31/2017 5.CompuTrus has no control over end assumes no roaponsiblllly for mammy. fabrication,handling.shipment and Intonation of components. 7.Design assumes adequate drainage is provided. June 15,2016 8.This design Is furnished subject to the limitations set fon by 8.Plates shall be located on both feces of truss,and placed co their center TPWWCA In SCSI,copies of which nil be furnished upon request. g,lines indicvAth ate size of piint ste center lines. Inches. MITek USA,Inc.JCompuTrus Software 7.6.7(1L).E 10.For bask connector pate design values sea ESR-1311.ESR-1988(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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 129 5-6=(-259) 246 5-2=(-403) 161 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-166) 199 2-6=(-205) 227 WEBS: 2x9 KDDF STAND 3-4=( -15) 7 6-3=(-170) 169 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" O'- 0.0" -39/ 990V -109/ 16311 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -85/ 213V 0/ OH 5.50" 0.39 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. '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 = -0.009" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TC PANEL LL DEFL = 0.026" @ 2'- 0.9" 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 M-1.5x3 4 -/ Design conforms to m indforce-resisting 7-3x4 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 verticals) are exposed to wind, Truss designed for wind loads rn the plane of the truss only. al .-1 ro0mi N I r 1 0 ,t lhIIIIIIIIIhllan., lila 'F 5 DEMO 6 M-1.5x3 M-3x4 y l y 1-06 4-00 skO PRO/4,6, :9200PE JOB NAME : RIVER TERRACE FRENCH 5 PLEX - FJ5 ''� Scale: 0.5013 r� / [}" WARNINGS:olderGENERAL NOTES, untnpon the parameters 7y , OREGON 1.Builder end erection contractor Meath be advised or d General Notes 1.This design la based only upon paramaten shown and la kr an individual fl G, 4,i I V Truss: FJ5 and Warnings before construction commences. building component.ApplIcebnky of design parameters and proper �y♦ 2.204 compression web bradng must be Installed where shown*. incorporation of component lathe rosponsibley clivi building designer. !'�/� '44w f]t1` �'�". 3.Additional temporary bracing to insure stability during construction 2.Design assaults the tap and bottom chorda to w lelarelry baud et 'w/ Y F' Is the responsibility of the erector.Additional permanent bracing of 2coo a and et ae10'o.c.euoh as anises braced throughout mel,length by y�'�� continuous sheathing such as ply ood ng(TC)solo,dryweR(BC). eL17 DATE: 6/15/2016 the overall siNdure la the responsibility of the building designer. 3.20 Impact bridging or lateral brecing required where shover** SEQ. : K2081471 4.No load should beapplied to any component until after all bracing and 54..Design ofttrss is It,.responsibility esoMbuwaf to oopavoe non-corrosive fasteners are complete and also time should any loads greater than Dee gro for"dry trues.s re use. TRANS ID: LINK design oa�wapgeetoanest. 6.Design assumes fulbearing atall supports shown.Bhlmorwedge:r EXPIRES. 12/31/2017 5.Comp Tohas s no control overserand and assumes no responsibility for the necoseary fabrication,heeding,shipment and installation of components. 7.Design assumes adequate drainage 4 prodded. June 15,2016 6.This design Is furnished subject to the limitations sst forth by e.Plates shall be located on both faces of truss,and Maud so men center TPWOICA in SCSI,copies of which WI be furnished upon request lines coincide with joint anter lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For bask connector piste design values see ESR-1311,ESR-7988(1855k) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 204 KDDF #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 = 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/ 99V 0/ OH 1.50" 0.08 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 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" 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.197" .r 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 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 for wind loads in the plane of the truss only. ti rh /- O Pimm 401=m M-3x4 l l l 1-00 2-00 'PROVIDE FULL BEARING,Jts:2,9,3 oGirki4, <2 89200PE { JOB NAME : RIVER TERRACE FRENCH 5 PLEX - FSJ1 Scale: 0.6558 WARMNGS: GENERAL NOTES, unless otherwise noted. OREON 1.Builder and eradion antrsdar should be advised of c1 General Notes 1.This design Is based only upon the parameters MRG own and Is for en Individual l 49 Truss: FSJ1 end Warnings before condrudbn commences. building component.Applicabli ty of design parameters and proper kb, 4, 2.204 compression web bracing must be installed where shorn+. Incorporation of component b the responsibility of the bursting designer. /� ra =y... 3.Addlhnal temporary bracing to inau,stability during construction 2 Design assumes the top end leaden chordshr. be IeterelM braced et L is the roapontldily elm.erector.Additional permanent bracing of 2 o.c.and at ties respectively unless braced throughout groin length by /},� DATE: 6/15/2016 the overdl structure is the responsibility of the building desgner. continuous sheathinga,such as pang re airedsheatwhere sho) vel a tlrywal(SC). "'`l `` (�'L1„ 3.2.Impact bridging or lateral bracing required where drown++ 7-1 SEQ.: K2 0 814 7 3 4.Na bad should be applied to any component 000)after all bndng and 4.Installation of tons Is the responsibility of the respedhe contractor. fasteners are ampiste and at no time should any roads greater than 6.Design assumes trusses are to be used Ina non-corroele environment, TRANS I D• LINK design loads be applied to any component. end are or dry condition"of use. L Compacts has no control over end assumes no responsibility forme 8.Design��wmes NI bearing at al supports shown.Shim or wedge If EXPIRES: �/(�(ry [y, y 2/3 )/1(T.i'7 fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage le provided. June 15,2016 I11 O iL J 7Gll I7 S.This design Is furnished subject h the limitatbne tet forth by S.Plates shat be hated on bath facet of truss,and placed so their anter MAMMA In SCSI,copies of width w11 be furnished upon request. Ines coincide with joint anter line. 9.MiTek USA,Inc./CompuTrue Software 7.6.7(1L)-E 0.ForIbats Isc conne�olae dnmchee. pp sign wares see ESR-1311,ESR-1888(MITak) 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/Cg=1.00 TC: 2x9 KDDF #14BTR 10-00-00 GIRDER SUPPORTING 3-06-00 1- 2=(-900) 212 1- 6=(-1402) 1779 6- 2=(-187) 556 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-542) 121 6- 7=( -760) 1466 6- 3=(-863) 492 WEBS: 2x4 KDDF STAND 3- 4=(-542) 121 7- 8=( -760) 1466 7- 3=( 0) 178 LOADING 4- 5=(-900) 212 8- 5=(-1402) 1779 3- B=(-863) 492 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 POP Ground Snow (Pg) 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 B- 9=(-187) 556 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 2'- 0.0" TO 8'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF B'- 0.0" TO 10'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 0'- 0.0" -110/ 761V -2000/ 20008 5.50" 1.22 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 1B.8)+DL( 15.0)= 33.8 PLF 0'- 0.0" TO 10'- 0.0" V 10'- 0.0" -110/ 761V -2000/ 2000H 5.50" 1.22 KDDF ( 625) TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 2'- 0.0" TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 8'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX LL DEFL = -0.013" @ 5'- 0.0" Allowed = 0.303" MAX TL CREEP DEFL = -0.024" @ 5'- 0.0" Allowed = 0.459" AND BOTTOM CHORD KIDE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.008" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.010" @ 0'- 5.5" ICOND. 3: 2000.00 LBS SEISMIC LOAD. 1-.11-11 6-00-10 1-11-11 T f Design conforms to main windforce-resisting 1-11-11 3-00-05 3-00-05 1-11-11 system and components and cladding criteria. f 423.306 T 423.30# T Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.0017 load duration factor=l.6, 12.00 End vertical(s) ara exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. M-4x6 M-3x8 t 3 e� 41Ski hilL o o _MI In o 11.,==-4 6 o M-3x4 M-3x4 M-1.5x3 M-3x4 M-3x4 ' o l l y y , 1-10-04 3-01-12 3-01-12 1-10-04 1 l 10-00 ¢, .O PR°Fe' 444 :920OPE yr JOB NAME : RIVER TERRACE FRENCH 5 PLEX - GH1 '""*4°... Scale: 0.4497 17:11 �. WARNINGS: GENERAL NOTES, unless otherwise noted 'las �'^ Truss: GH 1 1.Builder and erection contractor druid be advised of al General Nates 1.ThIs demon Is Casae onlyupon the parameter,.haws and I.kr an individual • OREGO N 44/ and Warnings before construction commence.. building compeneM.Appkability of design peramaters and proper i t� 2.204 comproWon web bredng mum B.instated where.nova,e. Incorporation of component 1.the responsibility of me building designer �� .Q _y�`µ 3.Additional temporary bracing to insure maalky during construction 2.Design assumes the tap and bottom choke to be laterally baud et V lathe re.ponslmlty or the erector.Additional permanent bracing of 2 Data and at 1Q o.e respectNely unless bated throughout Ma length by DATE: 6/15/2016 the overall structure is the r..pontlb conllnuous sheathing such as plywood sheathing(TC)and/or d yes C). �/+r.,, ('� Mity of the building designer. 3.2a Impact bridging or later.'bracing required where shown++ '^R R. L.� SEQ.: K2 0 814 7 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the rosponsiblity of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In e non corroehe environment, TRANS ID: LINK design ds beappl:dkanycomponent. ana.rokrayeonankn"ole... le 5.cempuTms has no control over and assumes no responsibility for the 5_Design assumes NI bearing at t supports shown.Shim or vndge It EXPIRES:. 12/31/2017 fabrication.handling,ehlpment and kstalrolkn of components. ce"ry' 7.Design assumes adeq8.This design is fumI had stifled to the limitations set forth by 8.Plates shall be to adeduon both ate fdraacesls provided. and placed so their center June 15,2016 TPVWfCA in SCSI.copies of which will be furnished upon request. Anes celndde with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits indicate stn of plate k Inches. 10.For bade connector plate design values see ESR•131 1,ESR-1088(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=( 0) 84 2-4=(0) 0 BC: 204 KDDF #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 BEG 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" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 = 0.003" @ -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" 1' MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12.00 17 Design conforms to main windforce-resisting 011./ -1system 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=l.6, End vertical(y) are exposed to wind, Truss designed for wind loads in the plane of the truss only. cN rt fceOLn Oo O• y l l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I ��Q�,D P R OF 619 :9200PE r JOB NAME •. RIVER TERRACE FRENCH 5 PLEX - GJ1 Scale: 0.655B AO, J 411111P ' GENERAL NOTES, unless otherwise noted ,-•s� /OREGON(}A 1� �,[)e . WARNINGS: �// OR �GON v i.Bolder and erection contractor should be advised of all General Notes 1.This resin o bard only upon the parameters show and n for an individual Truss: GJ 1 and wamtngs before construction commences building componerd.Applbebility of design parameters and proper 0 A y A h .y 2.2t4 compression web boring must be installed where shown a. Incorporation of component la the responsibility of the building designer. �7 1 Y V T 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords m d laterally bowed el {]� y Is the responsibility or the enaor.Additional permanent bracing of 7 ntin end el I O sheathing respectively es ply woods sheathing(TC) throughout they length). 7'R R 11..\- DATE: V continua d sh10'do.tope ti plywood sheeted throughout arn/or dryweq(th b 6/15/2016 the overall structure Is the responsibility of building designer. 3.2r Imped bridging or lateral bracing required where shown++ SEQ.: 2 0 814 7 5 4.No load should be applied to any component until alter all brsdng and 4.Installation of trans Is the responsibility or the respective contractor. fastener{ere complete and at no One should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, d to any component. and an rose"dMI ry condition'of use. design bads be applied TRANS ID: LINK 6.Design assumes bearing ataNsuppornshow. EXPIRES: 12/31/2017 5.CompuTNe has no control over and assumes no rewan siN1tiY for the nwesrry. fabrication,handling.shipment end kMslatlonatcomponents. 7.Design assumes adequate drainage a prodded. June 15,2016 6.Thn design Is furnished subject to the limitations set forth by S.Plates Mall be located on both faces of truss,and placed so their center TPLMTCA in BCS1,copies or which all be furnished upon request. g,lines oincide si siith lo pooen centernlines. DigitMITek USA,lnc./CampuTrua Software 7.6.7(1L)E 10.For basic connector plate design values see ESR-1317,ESR-10118(NAITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-115) 98 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -38/ 393V -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. 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 V 1 Design conforms to main indforce-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, ;y Truss designed forwind loads I in the plane of the truss only. c 0 I on O I �- r� 1 11.8- 11 4 IIIIII0 M-3x4 1 y l /' 1-00 2-00 1-11-11 PR 'PROVIDE FULL BEARING;Jts(2,9,3 ���o) P R O,'6, coca C"c'NGI1 �C' /per ` 89200PE. r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - GJ2 0. Scale: 0.5669 {{'}� a /.� WARNINGS: GENERAL NOTES, unless otherwise noted- 7 0- �•A f �4 it 1.6,96.,and erection contractor Mould M advised of all General Note. 1.This design Is based snip upon the parameters shown and is for an Individual i i Truss: GJ2 and Warnings before construction commence.. building component.Applicability of design parameters and proper �/ a 2.204 compression web bracing must be installed where shown«. Incorporation of component la the responsibility of the balding designer. /�/� -7 1+" 1w l'1�� �Vs 3.Additional temporary bracing to Insure stability during construction 2.Oesign assumes the top end bottom dwrae to be laterally braced al "V Y' L /. Is the roepontASty o!the erector.Additional permanent bracing o! 2'o.c.end N 1 O o.e.raaph plywood ly unless braced throughout their length by �� VP DATE: 6/15/2016 the overall eructate la the reeponabety of the building designer. 3.2s Impact bridging sheathing such l til b dna qui eed whe a shown dryweA(BC). ,L77 SEQ.: K2 0 814 7 6 4.No bed should be applied to any component until ager all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any bads greater then 5.Design assumes trusses are to be used In.non-corrosive environment, TRANS ID• LINK design hada M applied to any component. and are kr"dry conaNan'muse. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes NA bearing at e1 supports shown.Shim or wedge If EXPIRES: V I]I f9 Ciy; 1 y'17�51 f/i f1 7 fabrication,handling,shipment and Installatbn of components. 7.Design assumes adequate drainage is weeded. June 15,2016 II1I..(� 1 L/-L]I!GU I IL This de6gn B furnished sub)ed b the IlmMtbna tel forth by 8.Plates shall be located on both faces of truss,end placed so their center J 7POW1CA in DES),copies of which will be furnished upon request. Anes coincide with(Int center line. 9MiTek USA,Inc./Com uTrus Software 7.6.71E E I Ps,basiccoeereoplppbign values P ( } 1.DortsIdconnectorfpte diner vebes see ESR-7317,ESR-1988(Wok) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2934) 340 1-6=(-380) 1889 6-2=( -152) 1197 BC: 2x6 KDDF #16BTR 2-3=(-1267) 215 6-7=(-376) 1863 2-7=(-1128) 236 WEBS: 2x9 KDDF STAND; LOADING 3-4=( -206) 228 7-8=(-212) 925 7-3=( -283) 1817 2x9 KDDF #16BTR A LL = 25 PSF Ground Snow (Pg) 9-5=( -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"00. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 135.0)= 278.8 PLF 9'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 754.0 LBS @ 3'- 0.0" 0'- 0.0" -299/ 1799V -149/ 301H 5.50" 2.88 KDDF ( 625) Single member as shown. 12'- 1.0" -385/ 2139V 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 lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. .. For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 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' 1' 4' 1'•1 MAX HORIZ. TL DEFL = 0.014" @ 11'- 7.5" 12 M-1.5x3 8.00 V 4 6 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. 3 c I N 0 AIlI ,..., a ® ' i'''''' 6 7 . 8 o M-5x10 M-3x8 =M-6x6 M-6x8 i' i754# l l 1 y 4-03-11 3-07-03 4-02-03 y �,� ) P E Ft 12=01 (C., �A? Q. 89200PE �r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - HGIRD `,l /_.,e,f►- Scale: 0.3102 WARNINGS: GENERAL NOTES, unom othsrwlse noted: OREGON iti Bolder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and is tel an Individual Truss: HGIRD and Warning.before construction commence.. building component.Appllaealily of design parameters and proper +{.f Z.254 compression lab bracing mug be installed where shown 0. Inmrpora8on of component is the responsibility of the building designer. ,/�^ "'Y J 4 /3°` �4 3.Additional temporary bracing to insure Nobility during construction 2.Design and .110umes the top and bottom deschob to be leterelly bread at ^r\,/ ,a i L by Is the responsibility of the erector.Additional permanent bracing of Dec continuous end al t V hhto.csob..ply woods braced/7)and/their all(B). � �R 1 L"" DATE: 6/15/2016 the overall structure In the ra albAof the building designer. C Impact such lbacvg required wherC)angordrywen(ec). apo" M 3.Pa Impact bddgIng or lateral bracing rwwlroe where mown•. SEQ.: K2 0 814 7 8 4.No load should be applied to any component until after ell brodng and 4.Installation Ohms Is the responeiblity of the raspedive contractor. fasteners are compote and at no time should any loads greater than 5.Design eseumee Kisses are to be used Ins non-corrosive environment, TRANS ID: LINK design lads be applied to any component. and are for'dry condition'.of use. 5.Compurrus has no control over and assumes no responsibility for the necessary. assumes asmee NA bearing at all supports own.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,ehipment and Installation of components. ry ,.PlNgn tessawmeladequate drainage esofMiiss, June 15,2016 6.This design Is furnished subject to the limitations set forth by S.Plates.hall be located on both fete.of boat,and placed so their center TP1WfCA In SCSI,copies of which will be furnished upon request. Anes coincide oath Joint center lines. 9.Digits indicate size of plate In inches. MITek USA lnc./CompuTrus Software 7.6.7(1L)-E to.For basis connector date design value.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-535) 260 5-6=(-914) 917 5-1=(-892) 324 3-7=(-168) 199 BC: 2x9 KDDF #1HBTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2-3=(-588) 310 6-7=(-198) 600 1-6=(-169) 616 7-9=(-112) 666 3-9=(-763) 193 7-8=( -61) 82 6-2=(-128) 208 4-8=(-883) 246 2x9 KDDF #1fiBTR A LOADING 6-3=(-452) 257 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 HEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 1017V -926/ 336H 5.50" 1.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 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. 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 = 0.017" @ 13'- 9.9" Allowed = 0.667" 7-01-01 13-09-15 MAX TL CREEP DEFL = -0.034" @ 13'- 9.4" Allowed = 1.000" MAX HORIZ. LL DEFL = 0.005^ @ 20'- 9.2" 7-01-01 6-07-06 7-02-09 ffMAX HORIZ. TL DEFL = 0.008" @ 20'- 9.2" 12 12 8.00 IM-4x9 . Q8.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 2 ,. , 41. Wind: 140 mph, h=26.3ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x9 /- ti 1 A M-3x4 r- 0 ch � co 1111161k. Alu) .-I 0 I L► M-1.5x3 M-3x8 0.25" M-1.5x3 M-5x6(5) ), y y y "N,<- PROp 7-01-01 6-09-02 7-00-13 y � �` ' f0.. l 1 20-11 <cy 89200PE '7 r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - IlS -" ' Scale: 0.1959 li= �11111101• _ WARNINGS' GENERAL NOTES, unlessetheee noted: Y CC ti Truss: I 1 S 1.Bender and erection contractor should be advised of all General Netes 1.The design Is based only upon the parameters shown and Is for an individual -y� OaEG I91 D‘ i and Warnings before construction commences building component.Applicability of design parameters end proper 2.2x4 compression web bradng must be metaled where shown.. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design sesames the by and bottom. for to be laterally braced st �Q ',4 �,� �_'�' N the responsibility of the erector.Additional permanent bracing of Y o c and at+D a.c.respectively ansae braced throughout Mal!length by /(� DATE: 6/15/2016 the overall structure la the responsibility of the building designer. continuous sheathing such as plywood required where and/or drywall(Bc). 'V/e'R R I L1 V 3.2x Impact bridging or lateral bracing where shown•a• lA:A l 4' SEQ.: K2 0 814 7 9 4.No bad should be applied to any component until after all bracing and 4.Installation of tons Is the responsibility of the respective contractor. fasteners are compete end at no time should any beds greater than 5.Design assumes busses are to be used In a ren-corm.ve environment, TRANS ID: LINK design bads beapplied to any component. and are ror^arycondition.cruse. 5.cempuTrue has no control over end assumes no responsibility forme 8. lag assumes fullbearing.tell supports shown.shim or wedge if EXP ,ES: 2� 1/201,, fabrication,handling.shipment and Installation of components. ry' 7.Desin assumes d. 8.This design Is famished sub)ed to the limitations set forth by 8.Plates shall be locatteduate on both facesdrainage sof t,n..,and placed as their cents, June 15,2016 TPI,WTCA In SCSI,copes of which 54A be furnished upon request. lines colndde 54th)slot center lines. Wick USA,Inc./Cam uTrua Software 7.6.7 1L 9.Digits Indicate ole.of pee 1n Inches. p ( )-E to.For bells connector plate design values we ESR-1311.ESR-1988(WO) 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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 99 2-10=(-289) 1999 10- 3=( 0) 266 14- 7=(-492) 168 BC: 2x4 KDDF #1LBTR SPACED 29.0" O.C. 2- 3=(-2476) 406 10-11=(-291) 1947 3-11=(-345) 109 7-15=( 0) 301 3- 4=(-2068) 397 12-13=( -4) 20 4-11=(-473) 280 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2109) 576 13-19=(-235) 1992 12-11=( 0) 98 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1483) 438 14-15=(-294) 1891 11-13=(-166) 1141 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1940) 405 15- 8=(-292) 1893 11- 5=(-299) 1117 TOTAL LOAD = 95.0 PSF 7- 8=(-2454) 415 13- 5=(-157) 674 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 99 13- 6=(-799) 259 LL = 25 PSF Ground Snow (Pg) 6-14=( -31) 480 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE 5Q.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) 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011" @ -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" 19-05-01 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.100" 17-06-15 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 7-02-06MAX HORI Z. LL DEFL = -0.050" @ 36'- 6.5" f f ff fMAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 12 12 M-6x8 • 8.00 ' 8.00 Fr 6.0" Design conforms to main windforce-resisting 5 4-d system and components and cladding criteria. rill! Wind: 190 mph, h=26.9f t, TCDL=6.0,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.@, MWFRS(Dir),� 1; load duration factor=1.6, M-3X4 End vertical(s) are exposed to wind, M-1.5x3 11111 11111111 Truss designed for wind loads in the plane of the truss only. M-5x6(5) M-Sx6(S) 0.25" 0.25" AI 1 3 7 ♦r� m O Yui n p ,000, 10 I 11l _,T -.(I I M-3x6 M-1.5x3 "' �1+> 13 \ o o ld-52c8 M-3x8 0.25i'Q M-1155x3 =M-9x4 I 0 M-1.5x3 M-5x6(S) y y y l Y ) ) ��¢�� PROpt 5-09-04 5-07-09 6-02-07 5-09-06 6-07-01 7-00-10 l l � �rAGtN� - /p 1,. l l 1-06 -0 6 1-06y 11-02-12 25-09-04 37-00 :9200P t' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - I2 Scale: 0.1478 , P. �� it WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON,t. 40 e . 1 Builder der and erection contractor should be addled of al General Notes 1.This design based only upon the parameters shawl and Ie for an Individual '' Truss: 12 and Wamings before construction commences. building component Applicability of design parameters and proper 4, , v �Q 2.2a1 compression web bredng must be installed where shown+. Incorporation of component is me responsibility of the building designer. ?O •Y M 4 7„ ��4 3.Additional compression tempoweary bracing to Insure stability during shondbn 2.Design assumes me lop and bottom dards to be laterally brewed et 1 Y y is the repontbllty of the erector.Additional permanent bracing of Y niir end N 10 hin.reuch as p p weeds brewed throughout r drh length). I` continuous t laohpsuchasply unless sheathing(TC)houtt air len(thb LY DATE: 6/15/2016 me overall structure Is me responsibility of the building designer. 3.a Impact bridging or lateral bradng required where shown 0 0 4.Na load should be applied to any component until after all bracing and 4.Installation of truss%theresponsiblity of the respective contractor. SEQ.: K2 0 814 B 0 fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nen-correshe environment, design peed be applied to any component. and are for"dry condition.of use. a TRANS ID: LINK vu puna 8.Design assumesWIbearing atalsupports shown.Shim orwedge if EXPIRES: 12/31/2017 5.Com Trus has no control over and assumes no responsibility for the mcfmw fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. June 15,2016 8.This design b furnished subject to the Imitations set forth by 8.Plates shag be located on both faces of trues,and placed so their anter TPWrTCA In SCSI,copies of which will be furnished upon request. 9.lines OIei%inddde We with Joint t center in inches.lines. MITek USA Inc./CompuTrus Software 7.6.7(1L}E to.For basic connector plate design values sea ESR-t311,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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1- 2=(-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 WEBS: 2x4 KDDF STAND; 2- 3=(-2007) 410 8- 9=(-277) 1855 2- 9=(-300) 124 5-12=( -38) 457 2x6 KDDF STAND A 3- 4=(-2044) 586 10-11=( -3) 20 3- 9=(-472) 282 12- 6=(-453) 181 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 POE 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= BC LATERAL SUPPORT <= 12"OC. USE. TOTAL LOAD = 45.0 PSF (-280) 1810 9- 4=(-304) 1078 11- 4=(-153) 661 "` For hese LL = 25 PSF Ground Snow (Pg) BEARING ilex specs. - Sea approved plans MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 1643V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATIONS) 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. IC 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" @ 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" 17-03-1$ 19-02-01 fMAX 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 T f f f f f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 17 IIsi-6x6 Q 8.00 Wind: 140 mph, h=26.9ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 6.0„ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 'f'/ load duration factor=1.6, ONEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only, M-1.5x3 M-3x9 M-5x6(5) M-Sx6(S) 0.25" 2 0.25" 14 Al 1 M O 1.*o g 9'C•oM-5x6 M-1.5x3 oe�-� 1111111111111111111111111111h:1-4x6 y 13 .� M-5x9 M-3x8 0.25" M-1.5x3 +7 i M-1.5x3o M-5x6(5) y y >L y y \ P a pr5-06-04 5-07-04 6-02-07 5-09-06 6-07-01 6-09-10 6sl y y N4, /05 ool10-11-12 25-06-04y �+.. 36-06 6� 89200PE 1- JOB JOB NAME : RIVER TERRACE FRENCH 5 PLEX - I3 Scale: 0.1508i � WARNINGS; GENERAL NOTES, mien otherwise noted' /4w Truss: 13 1.Builder end erection contractor Mould be advised 01al General Nobe 1.This design la band only upon the parameters Moven end Is for an Individual ^L7 OREGON ON 'J)'L and Warnings before construction commenxa. building component.Applicability of design parameters and proper re A, 2.204 compression web bredng must be Installed where shown e. Incorporation of component b the roponsibloly of the building designer. L r{, 3.Additional temporary bracing to insure stability during consirudbn 2.Design assumes the top and bottom chorda to be laterally braced at /� ( 1 A 2,V�� "'�'+ la Bre reponsibilly of the erector.Additional permanent bracing of 2'o e and at 10'a.c.respectively unless braced throughout their length by I Y �yl'� DATE: 6/15/2016 theowerenrhidureIstirere continuous Meamhgsuch asplywoodMredwhoreeand%ordrywae(BC). 67R +.",- v` pon000rp of the building designer. 3,In Impact bridging or lateral bracing required where shown.a• ('1 SEQ.: K2 0 814 81 4.Na bad should be applied to any component mill after all bracing and 4.Installation of truss la me responsibility of the reapedive contractor. fasteners aro compete end at no time should any Mads greater than 5.Design assumes trusses are lo be used Inc non.eorroehe environment, TRANS ID: LINK design bads beapplied to any component. and are for"dry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Deednn assumes NI bearing N eN supposes Moven.Shim or wedge If EXPIRES: 12/31/2017 hbrtclbn,handling,shipment and msialhtbn of components. 7.Design assumes adequate drainage is provided. 6.This design is NmlMed subj.to the limitations set forth by 8.Plates.hal be located on both face.of three,and placed co their center June 15,2016 TPW.rI'CA in SCSI,copbe of which oil be Nmished upon request. hes coincide with joint center lines. 7.6.7(11.)-E9.Digits indicts she of plate in inch.USA,Inc./CompUTrua Software 7.6.7(1 10.For bask oonneator plate design values see ESR-1311,ESR-t888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 ICOND. 3: 150.00 PLF SEISMIC LOAD. 2x4 KDDF 8180TR T3, T4 SPACED 24.0" O.C. BC: 2x4 KDDF #103TR Design conforms to main windforce-resisting WEBS: 2x4 KDDF STAND LOADING system and components and cladding criteria. LL( 25.0)+UL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=25.7ft, TCDL=6.0,BCOL=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 in the plane of the truss only. M-1.5x9 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP No to:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 17-06-15 19-05-01 1 T 1' 8-04-08 9-02-07 5-10-01 6-00 7-07 q T 4 4 f12 iz IIM-4x4 8.00 17 'q8.00 4.0" Jit M-3x5 R M18H8—Sx16(S) .25" �� �� � /11)1 \11:44.:2-55nx8(S) A Ilti , t ,.,.., ..._ 2 4„, r., o IV 11111 .-� T41/ ,_, 0 f 13 1 q M-4x10 17. 25" M-3x6 M-1.5x3 \ M-5x6 M-5x8(S) M-4y 6 ��U PROOF y 8-01 y 9-05-15 6-01-09 l 5-10-04 y 7-05-04 spC` GIl a�• . S�©�i y1061 37-00 `� 89200PE 9r' JOB NAME : RIVER TERRACE FRENCH 5 PLEX — IFW ..+ . Scale: 0.1978 ry • ' �!"� . p 1. WARNINGS: GENERAL NOTES, unless othervdeenoted: .{y OREGONA. 1.Builder and erection coMrader should be advised of all General Notes 1.pulldleg cois design ms ponent.based el.oAnly upon ontthe of parameters paramewn and Is for ters and stfora!Individual 7 �vr Truss: I FW area w.rd G.before const udler commences. incorporation of component Is me responsibility or the building de.lgner. GHQ }r 4 2,� vp. 2.2s4 sampreealon web bradng moat be Installed Where Mown+. 2.Design MUMS the top and bottom chords to be laterally braced atek, 3.AddBbnel temporary bracing to Issura stability during constfudbn 7 o.c,and e110 n.c,respectively unless braced throughout Meir length by R R t L�^ la the responsibility of the eredor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or arynel(BC). DATE: 6/15/2016 the overall structure is the reepanaibley of the building designer. 3.2s',mad bridging or lateral bradng required where shown s• - SE 814 8 2 4.No load should be applied to any component until ager all bradng and 4.Installation of truss is the responstbRlty of the respective contractor. Q•• K2 0 fasteners are complete and at no time should any loads greater than 5.Design assumes truss••are In be used in.non-corrosive environment, design bads be appliedto.nr component. and are far'dry condition"of me. TRANS ID: LINK 6.DeSgnassumes MIbeadngatalsupports shown.Shimorwedge if EXPIRES: 12/3`1/2017 5.CompuTrue has no control over and assumes no responsibility for the necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage la provided. Juries 15,2016 6.This design I.furnished aubJed to the IlmItetbns set forth by B.Plates shall be located on both faces of truss,and placed as their center TPWVICA In SCSI,copies of which will be furnished upon request. Mee g.Digitsoincid.with sire a t Hint canter to Mlines. MiTek USA,Inc./CampuTrus Software 7.6.7(1L)-E 10.For basicconnector plate design values see ESR-1311,ESR-19811(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" ITOND. 2: Design checked for net(-7 psf) at 24 "cc uplift TC: 2x4 RIDE #16BTR LOAD DURATION INCREASE = 1.15 P spacing. BC: 2x9 RIDE #16BTR SPACED 24.0" O.C. IC OND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND; Design conforms to main windforce-resisting 2x4 KDDF #16BTR 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"00. UON. TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MI/FRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, 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 verti1.5x4 membersl 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 f 12 8.00 M-1.5x3 4 -/ M-3x6 ,41111 : ro f: Allillilhh6.111111`,o 0 1 M-155x3 M-Ix6 M-3x4 y 6-02-06 y 5-10-10 y ,p PFOF .. y 1-06 y 12-01 y c ' GIN, •k- 4, , " 89200PE 1:1 r` JOB NAME : RIVER TERRACE FRENCH 5 PLEX — IFWA �/ J/ Scale: 0.2918 -Ammo II' WARNINGS: GENERAL.This design unless nSeparatherwise meter 7 OREGON Truss: I FWA t. ndder and s befonre contractor Mould ca be advised of all General Notes 1.buil building as is based only upon Applicability a gram paramewn and h rep:IMlvltlwl endNI, Wamirp.bebro cemtmdbn commences. Incempof componentisth of design Parameters and proper 2.2s4 compression web bracing must be installed where shown 0, Incerpore8on o!component la me responsibility of building dselgner. 2 3.Additional temporary heating to Insure stability during cenMuctlon 2.Design assumes the top and bottom Mohs to be laterally braced at �^ 14 4 (. �� Is the responsibility of the erector.Additional permanent Miming of 7 o.c.and 0110'o.c.respectively unison Mecad throughout rtheirdry length by `- DATE: 6/15/2016 continuous Meathlng such as plywood MeaMing(TC)and/or drywall(BC). , RR..I s+� the overall structure la the responsibility of the building eealgner. 3.24 Impact ledging or lateral bracing required where Mown s. SEQ.: 2 0 814 8 3 4.No Wad should be applied to any component until after ell bracing end 4.Installation of truss Is the responelbllty of the respedhe contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used ins noncorroel,e environment, TRANS I D: LINK design bads be applied I any component. and are for-dry condition^of use. 5.CompuTrua has no control over and assumes no responsibility for the 8.Design assumes tel bearing al an support Mown.Shim or wedge if EXPIRES: 12/31/2017 nesenery. fabrication.handling,Mlpment and installation of components. T.Design sumes llocaedonem taoa.ge a um,an June 15,2016 e.This design b furnished subject b the limitations eel forth by B.pales Meq be located on both lana of boas,and placed a their center TP9WTCA In BCSI,copies of whWh will be furnished upon request. linea coincide with joint center lines. MITek USA Inc./Com uTrue Software 1 L 7.6.7 9.Digits indicsta sin of plate in Inches. P ( )-E 10.For basic connector plate design Valle.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "on spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 IvOND. 3: 150.00 PLF SEISMIC LOAD. I BC: 2x4 KDDF #14BTR SPACED 29.0" 0.C. WEBS: 2x4 KDDF STAND; Design conforms to main windforce-r as fisting 2x9 KDDF #16BTR A LOADING 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 PIF Wind: 190 mph, h=26.3ft, 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 verticals) are exposed to wind, M-1.5x4 or equal at non-structural Truss designed for wind loads vertical members (son). 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 bearing wall for entire span UON. 7-01-01 13-09-15 T 7-01-01 6-07-06 7-02-09 1 '( 4 T 12 12 IIM-4x4 ' 8.00 e.Do 17 4.0" 2 ,h( ii M-3x6 M-3x6 1( i I1M7b8 A r rl o o se EIN iiiliit"' on f e _.M- x8 0.25';' 8 -� IIM-4x9 M-5x6(5) M-3x5 CIO O Pt Opt y y y y �54s�S' 1t,CGIV4: /0A_ y 7-01-01 6-09-02 7-00-13 y �� * 20-1117 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX — IFWB . i - 5.00-. . Scale: 0.1757 , 1.WARNINGS: GENERAL1.ThissNOTEb, uMsupotherwise par mete: -I OREGON w 1,a- 1.Budder and aro a or contractor should be advised Val General Notes 1.Thisdesignco len based only upon Applicability o panmelero shownmeter ane Is Ar en AeNldual �L/ww b, 'Kd T ru S S: I FW B ane VVa M qs before consiNdlon commences. budding component. neatIstof design parameters and proper // r 2.2e4 conpresslon web bracing must be Installed where shown i. Incorporation of component N the rosponsibAey of the building MM., 'b -�T) 14 i1 V ,,:*- 3.Additional temporary bracing to lime stability during construction 2.Design assumes the tap and bottom chords to be laterally bracede 'L,/ ri' L la Me respond f the erector.Additional permanent bracing o! Y 0.6 In and et f oin.east,as ply unless broad throughout their length l. 10'o continuous sheathing such as plywood sheathing(TC)and/or drywap(BC). Y DATE: 6/15/2016 the overall structure is the responsbllty of the building designer. 3.28 Impact bridging or leteral bracing required where shown a n SEQ.: K2 0 814 8 4 4.No bad should be applied to any component uMA seer all bradng and 4.Installation abuse Is the responalbllty of the respective contractor. fasteners are complete end at no Brno should any bads greater than 5.Design assumes trusses aro to be used in a noncorrosive environment, TRANS I D: LINK design Rads be applied to any component. and are for eondmo r elate. 5.CompuTrua has no control over and assumes no responsibility for the 0.Dace NI bee t ell supports shown.Shim or we If EXPIRES. 12/31/2017 memo. fabrication,handling,shipment and inatslteon of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set form by 8.Plates shall be Anted on both faces of trues,and placed so their center June 15, TPW dTEA in SCSI,copies of which will be furnished upon request. Anes coincide with joint ceder lines. 9.Digits indicate We of plete in Inches. MiTek USA,Int./ColnpuTrus Software 7.6.7(1L(-E II.For bade connector plate design values see ESR-1311,ESR-7980(MITak) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF #16RTR SPACED 24.0" 0.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=21ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, M-1.5x.9 or equal at non—structural End s designed for are exposed to wind, vertical members (cacti). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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. 3-06 T T 12 8.00 V M-1.5x3 44. M ..e— Al o1 ILFAIMIIIIIIMM o /////////////////////////% -1 M-3x4 M-145x3 1 l .Jr ,1 1-06 3-06 /NO PR Okt 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX — IFWC Scale: 0.6233 CC le WARNINGS: ehould O.This de gra lab unless on the nviseepar noted' ' ' if OREGOIVfib, w[� Truss: IFWC andesrantlerection e,comndoroncobeadvised o!aOGeneral Notes ThisIngseIpnent.opplcabnthepesignmewnand laof an.,Intliduo 4 • anew wings on we obr bracing mu commences. building component.Applicability of design parameters and proper Y 2��� 2.ora comprasston web eradng must be Installed where shown*. Incorporation of component is the rasponsibBty of the bNheng designer. /^ 14 3.Additional temporary bracing to Insure stability during construction 2.Design eeeumaa the tap end bottom unless b,to be laterally braced at '.✓ is the responsibility of the ardor.Additional permanent bracing of 2'titin CIA Ili 10.uses respectively bread throughout their Nngth by As PRO- cc Impact us sheathing such as plywood shoe whereC)and/or drywall(BC). 4 DATE: 6/15/2016 the overall structure is the responWbllity of the building designer. 3.2x Impact bridging or Went bracing required mown** SEQ.: K2 0 814 8 5 4.No bad mould be applied to any component until after at bracing and 4.Installation of tone is the responsibility of the reapedNe contractor. fasteners are complete and al no See should any bads greater than 5.Design assumes trusses are to be used in.non-cormswe environment. TRANS ID: LINK design loads beapplied toany component end ere for^arywnahion^efuse. 5.CompuTrus hes no control over and sesames no responsibility for the e.Design.sewss full bearing at al wppons shown.sum or wedge it necessary. EXPIRES: L/.71/G01I fabsdesin,handling.shipment and ath.limitations of components. 7.oepgn assumes adequate drainage is provided. June 15,2016 8.This design is furnished subJsd to the limitations sat forth by 8.Plates shell be located on both faces of Inns,and placed so their center TPIANTCA in Bt:St,copies of which coG be furnished upon request. Ones coincide with Joint center lines. MITek USA Inc./Com u7rus Software 7.6.7 iL E 9.Digits Indicate size of piste in Inmos. p ( )- 15.For basis connector plate design vales sea ESR-7371.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-494) 313 8- 9=(-390) 482 8- 1=(-890) 461 11- 7=(-192) 659 BC: 2x9 KDDF #14BTR SPACED 24.0" 0.C. 2- 3=( 0) 0 9-10=(-151) 471 1- 9=(-300) 627 7-12=(-890) 327 WEBS: 2x4 KDDF STAND; 2- 5=(-937) 395 10-11=(-215) 580 9- 2=( -72) 105 2x4 KDDF #16BTR A LOADING 4- 5-) 0) 0 11-12-) -61) 81 9- 5=(-384) 283 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-597) 412 5-10=(-142) 391 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE' 6- 7=(-746) 262 10- 6=(-383) 237 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 45.0 PSF 6-11=(-199) 199 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C 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" -146/ 987V -409/ 320H 5.50" 1.58 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 20'- 11.0" -146/ 991V 0/ OH 5.50" 1.51 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans 0-0980501 OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 6-11-01 -07-01 13-07-15 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.021" 9 8'- 3.9" Allowed = 0.667" 1' 1 1' 1 MAX TC PANEL TL DEFL = 0.067" @ 3'- 2,1" Allowed = 0.654" 6-01-12 0-09-05 6-03-09 6-07-01 ` .1' '1 4' 1' 'I MAX HORIZ. LL DEFL = 0.005" @ 20'- 9.2" 12 12 MAX HORIZ. TL DEFL = 0.008" @ 20'- 9.2" 8.00 p M-4x6 34 :n4-6x6 � Q 8.00 11111111 .01111111 III =� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=26.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x9 End verticals) are exposed to wind, Truss designed for wind loads 6M-3x4 in the plane of the truss only. /- liik 117`.• M-3x4 r A -/1 I W N ri 1 , 0 1 f + !1O 1 r -, 8** 9 10 11 *12 M-1.5x3 M-3x8 0.25" M-3x4 M-1.5x3 M-5x6(S) � .0PRO, ss l 1 1 y l - 6-00 2-03-15 6-03-09 6-03-09 y �\C. �GIN�fi� L l4. 20-11 „....._44 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - IHl ..iiirie Scale: 0.2031 le [�" WARNINGS: GENERAL NOTES, unNse otherwise noted OREGON l*' * A.1.Builder end erection nentrader should be advised of al General Notes 1.This design is based only upon the parameters shown and is far an Individual 79:C.. � Il l.'1 V,V l� �L�/ Truss: IH1 end Warnings heron comtruclkn commence. building component.Applicability of assign parameters and proper +� 2.aro compression web bradn9 must be installed where shown*. 1ncorporsnon or component 1e the rosponstblfty of the building designer. //� ''}." 1 4 2.° ,. 3.Add6knsl temporary bracing to Insure stability during construction 2 Design assumes me lop and bottom dross to he laterally braced at V ,,r" ie the responsibility f the erector.Additional t bracing of 2'o.c.and N 10 on.respectively unless braced throughout malr length by p y a permanent continuous sheathing such as pywood sheathhq(TC)and/or drywal(BC). IlieR RIO-- - DATE: 6/15/2016 me overall wudure is the responsibility of the building designer. 3.a<Wiped bridging or lateral bracing required where shown•* SEQ.: K2081486 4.Noload ehouldbeapplied toany component until after all bradngand 44.. thehe in contractor. fasteners are complete and at no time should any bads greater than g and are for"dry condition"of use. TRANS I D: LINK design shade be applied to any component. 5.compurroe he. o control over amd.eamee no responsibility for the 8.Design assumes Ng bearing at a1 supports shown.Shim or wedge If EXPIRES: 12/31/2017 sorry. G fabrication,herMlkp,shipment and Installation of components. 7.patgn assumes adequate drainage Is provided. June 15,2016 S.This design Is furnished sub)ed to the limitations sal forth by 8.Plates shall be loaded on both faces of truss,end placed so Meir center TPWITCA in BCSI,copies of winch will be mmihed upon request. lees coindde with slot center lines. 9.Digits Indicate We of piste In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values sea ESR-1311,E5R-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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -6) 133 6-7=(-255) 216 2-6=(-530) 129 9-7=(-278) 158 WEBS,2x4 KDDF STAND 2-3=(-298) 106 6-7=( -55) 79 2-6=( 0) 199 3-9=(-159) 87 6-3=(-105) 114 LOADING 6-4=1-129) 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 BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -59/ 518V -96/ 130H 5.50" 0.83 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -50/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" 'COND. net(-7 OND. 2: Design checked for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (- psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.067" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" MAX BC PANEL LL DEFL = -0.015" @ 9'- 7.3" Allowed = 0.231" 1-11-11 5-03-05 T f f MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.3" 12 MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.3" 12.00 7 M-4x6 Design conforms to main windforce-resisting 3 system and components and cladding criteria. M-3x4 4 Wind: 140 mph, h=20.8ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), eD load duration factor=1.6, End vertical(s) are exposed to wind, 1.10/1111-1 Truss designed for wind loads in the plane of the truss only. M-3x4 2 in lir M L ti I m. 0 I111 GNM all01/11.11111 -I f 5►t 6 7 M-1.5x3 M-1.5x3 M-3x8 1, 1, 1, 1-08-08 5-06-08 l y 1-00 7-03 0. ti��° PofFss cit :NGINE 54 is Q 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J1 mss'" /,.✓ Scale: 0.4956 ' � (, ".. WARNINGS: GENERAL NOTES, unless dherwlse meter OREGON! Truss: J 1 1.Builder and erection conirador should be advised of all General Noes 1.This design Is based only upon 8e parameter,shown and h for an individual w and Warnings before construction commences. building componentApplicability of design parameters and proper ♦♦♦lvs 2.Su4 comprosdon web bradng must be installed where shown*. Incorporation of component is the responsibility of the building designer, �� Iq L.. n tti r" 3.Additional temporary bracing to Insure stability during construction 2.Design assemae the top end bottom dwrB,to be laterally bead at ( 14 LV Is the responsibility of the erector.Additional permanent bracing of 7 sc.and at 10'o c raspedNely unless braced throughout their length by DATE: 6/15/2016 the oven shucture I,the ro sibq continuous sheathing such as plywood sheathing(%)ed/or drywall(BC), "I^R R I 1 .pori 8y of the building designer. 3. impact bridging or eterel bracing required where kwon** SEQ.: K2 0 8 14 8 7 4.No load should be applied to any component until after all bracing and 4.hesitation of trues la the rosponaklily of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nonkoreeye environment, TRANS I D: LINK design loads be applied to any componam. end are kr'Wry condition"et use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at allsupports shown.Shim or wedge if EXPIRES: 31 �"..,1/20 ebdallon.handling,shipment and installation of components. necessary. drainage is proded. 8.This design la furnished subject to the limitations set forth by B.Pla es7.DeNgnshal be lcaassumes teduate on both faces of truss,viand placed so their center June 15,2016 TP WOFCA In SCSI,copes of which MI be furnished upon request lines coincide with Joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits indicate size of pets in inches. 10.For beak annentor pee design Values see ESR-1311,ESR-19813(MITek) r 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 g16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-196) 217 6-2=(-531) 169 BC: 2x9 KDDF g1613TR SPACED 24.0" O.C. 2-3=(-298) 133 7-8=( -59) 73 2-7=( 0) 195 3-9=( 0) 0 7-3=(-105) 130 WEBS: 2x4 KDDF STAND LOADING 3-5=(-157) 111 7-5=(-155) 207 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 192 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -79/ 518V -96/ 131H 5.50^ 0.83 KDDF ( 625) 7'- 3.0" -56/ 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" 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 = -0.001" @ -1'- 0.0" Allowed = 0.067" ** For hanger specs. - See approved plans 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" 4 I , 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 1 I 1 MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 Design conforms to main wrndforce-resisting f9 system and components and cladding criteria. 12 Wind: 190 mph, h=21.8ft, 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(.) are exposed to wind, jx6 Truss designed for wind loads n the plane of the truss only. 3 M-3x4 5 -/ ' en M-3x4 M I i / fir O on to r-i O N III: G e driI M-1.5x3 M-1.5x3 M-3x8 l 1 l 1-0e-08 5-06-0e C< c.O PR OF,t, l l l 1-00 7-03 ���rO'' NGII4E.4 t. � <0 17 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J2 Scale: 0.3716 ,4 1.1111111 IMAM WARNINGS: GENERAL NOTES, unless otherwise the armete 7 OREGON /i we. Cr i.Budder and erection contractor should be advised or all General Notes t.This design Is based only upon Me parameters shown and is for an individual Tyr s✓Il �.+v I V 'V./ Truss: J2 and Warnings Beare construction commences. building component.A neat is ity of design peremetersend proper /( �(1� 4 2.294 compression web bradng must be Installed where shown.. incorporation assumes of component la the responsibility to of the building designer. -7 Y 14 �1 pre 2.Design edsumea Ihs top and bottom chords to be laterally 416,1 at 3.Additional temporary bracing to Insure stability dump construcdon 7 o.c.and at 10'cc.respectNely unless • brecotl throughout their length by ` la the responsibgty of the erector.Addibnal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). R IO- DATE: �.`.^ DATE: 6/15/2016 the overall structure Is the responsibility of the buiidng designer. 3.h Impact bridging or lateral bracing required where shown s o SE K2 0 8 14 8 8 4.No load should be applied to any component until agar all bracing and 4.Installation or truss Is the responsibility of the respedNe contractor. Q• fasteners are complete and at no time should any loads greater than H.Design assumes trues.s are to be used Ina nontorrodNe environment, design keds be applied to any component. and are for'thy condition of use. TRANS ID• LINK ,pane ty 8.Design assumes full EXPIRES: 12/31/2017 5.ComWTnis Ms no control over and assumes no re Ibil for the neceuery, abdwtion,handling,shipment end installation of component,. 7.Design assumes adequate drainage N provided. June 1 5,201 6 8.This design N furnished subject to the limitations set forth by 8.Plates shag be located on both faces of bust,and placed ax their renter TPW.7CA In SCSI,copies of which will be furnished upon request. lines 9.DONoine nciddte with joint ioplate teierlines llines. MITek USA,Ince/CotnpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,EER-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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-185) 218 6-2=(-531) 185 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-248) 149 7-8=( -53) 71 2-7=( 0) 195 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 7-3=(-105) 138 LOADING 3-5=(-161) 123 7-5=(-151) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=1-278) 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 UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -101/ 518V -97/ 132H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -102/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" 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 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" ** Fox hanger specs. - See approved p9.41-11 1-03-05 MAX TL CREEP DEFL = -0.016" @ 2'= 0.0" Allowed = 0.317" 1' 1' 1' 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"` f f I 2-00 Design conforms to main windforce-resisting .r 1 system and components and cladding criteria. 4 12 Wind: 140 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 17 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, A41111111 Truss designed for wind loads in the plane of the truss only. M-4x6 3 M-3x45 4/2 M-3x4 / im 1f o miI 0II I 6"- 7 * 8 M-1.5x3 M-1.5x3 M-3x8 y1-08-08 y 5-06-08 y 00 PROF4,. J. 7-03 1 ,�� NGINEfi , 11 89200PE• <" JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J3 Scale: 0.2909 /'{.. WARNINGS: GENERAL NOTES, udess otherwise noted 1.00® +{,... Truss: J3 I.Builder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and h for an Individual 1�: led and Warnings before contraction commences. building component.Applicability of design parameterand proper �'1-* ` Nr\ /`" 2.254 cempresAon web bradng must be installed where Moven+. Incorporation of component N the responsibility of the building designer. /*) 9� 14 (2-,°\ ° 4 3.Additional temporary bracing to Insure debility during construction 2.Dodo assumes the top and bottom chords to be laterally braced at + / L Is the raapontlbilly of me erector.Additional permanent bracing of 2'continuous and at ee10'hin ro such as p y unless braced throughout their length by � RI L DATE: 6/15/2016 the overall structure la the responsibility lma buildin designer. 2 impact shgingior etch as acng re meedsheathere s)and/or dryWel(BC). on g 4.In impact his or lateral bracing required the wspectSawo o SEQ.: K2 0 8 14 8 9 4.No load should be applied to any component utile ager all bracing and 4.Installation of Cruse is the responsibility of the reapactba contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, nbeds be applied an and aro for"dry condition"of use. d 51 TRANS ID: LINK a ycempanenl. 6.Design assumes fulbearing alaewpportsshown.Shim orwedge:t EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsiblI ty for the febricetion,handling,shipment and installation of somponema. 7.Design necess..umea adequate drainage la provided. June 15,2016 H.This design Is fumiahed aub)acl to the limitations set forth by 8.Plates shag be boated on both faces of trues,and placed so their center TPUWTCA In BO81,copies of which all be furnished upon request. lines coincide with)olnt center linea. MiTek USA Inc./Com uTrus Software 7.6.7(114-E 9.Digits intlkate size of piste M Inches. P10.For basic connector plata design values see ESR-1311,ES13•1880(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 R16.BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-230) 350 7-6=( 0) 30 BC: 2x9 KDDF (15BTR SPACED 24.0" O.C. 2-3=(-420) 283 7-8=(-175) 265 6-3=( 0) 63 WEBS: 2x9 KDDF 8155TR; 3-4=(-375) 334 3-8=(-262) 172 2x4 KDDF STAND A LOADING 4-5=(-115) 14 8-4=(-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. U011. TOTAL LOAD = 95.0 POP 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/ 44901 -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. '* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP GOND. 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 4-00-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.211" f fMAX TL CREEP DEFL = -0.094" @ 3'- 9.8" Allowed = 0.317" 5 -1 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 2 system and components and cladding criteria. M-3x4 Wind: 190 mph, h=29.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=l.6, End vertical(s) are exposed to wind, * o Truss designed for loads l in the plane of the truss only. A • 0 o I M 0 Qoi 1 M-3x9 I ' M-3k4 "8 M-4x6 M-3x5 y y yl 3-09-04 3-00-04 0-05-08 y1-00k l 3-07-08 y 4-04-03 l �^S � N �fis�/ 7-03 0-08-11 C '" A 630. 89200PE t" JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J4 Scale: 0.2899 - ,rte' ,�,,,,,.� ----�_ .w •• WARNINGS: AO tr .BnUdGENERAL NOTES, uMsup tithe ise parameters 7G OREGON (j 1.Builder and erection coMredoronco be advised tlof al General Notes 1.This design labawd ppluponthe p esigneri perimeters end Isfor en individual (1 l'7 'V 'A.Truss: J4 and Warnings before const action commences. building component,ponenebHNy of design peremelere and proper // (�N • 2.2a4 compression web bracing mat be installed where Mown a. wcorporetbn of component h the responsibility of me building designer. Xa) "7�' 4 fl v �"}► S.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chorda to be leteralty bread et V fi by Is the responsibility f the erector.Additional permanent bractof 2'rrc and at ea10'rlrr reunlr as plyunbssreacetl(TC) their drytenth). 1,1 i s upon ty o germane bracing continuaue sheathing each as ptywaotl s end/or ss,.tlrywall(BC). V DATE: 6/15/2016 Be overall do+ure Is the reeponaroNHy of me building designer. 3.24 Impact bridging or lateral brad's required where drown«« SEQ.: K2 0 814 9 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respect)e contractor. fasteners are complete end at no Inns should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK da al bads beapplied toany component. and arewsurnesr Gry NI bearing 7 5.Compuirus has no control over and assumes no responsibility for the 6.Designssary, a NI beamp at all supports shown.Shim or wedge 11 EXPIRES: •1�3/e3'� 20 1 necessary, 1 G s7 It 1 fabrication,eesinishdungredipm)edend edmlaatioof s�mpahyta. 7.Pedes 01eloceduoneothlfaeloprusisan June 15,2016 e.This dale'I.Nmld,aa wb(•a H the limitations sat forth by e.Plates shall be located on both faces of buss,and places so their center TPWNJTCA In BC51.copies of which WI be Nmished upon request. lines coincide with(olnt center line. 9.Digits indicate ales of prole In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bade connector plate design values see EBR-1311,ESR-1888(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9,9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-219) 324 7-6=( 0) 30 BC: 2x4 KDDF #103TR SPACED 24.0" O.C. 2-3=(-999) 413 7-8=(-163) 246 6-3=( 0) 63 WEBS: 2x4 KDDF #1&BTR; 3-9=(-454) 462 2x4 KDDF STAND A 3-8=(-257) 169 LOADING 4-5=( -96) 70 8-4=(-498) 362 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 0= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -47/ 454V -212/ 370H 5.50" 0.73 KDDF ( 625) 6'- 9.5" -212/ 511V 0/ OH 5.50" 0.82 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 9.9" -68/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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. ( 3-11 5-10-15 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 , I .1 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 = -0.035" @ 3'- 9.8" Allowed = 0.211" MAX TL DEFL = -0.039" @ 3'- 9.8" Allowed = 0.317" MAX HORIZ. LL DEFL = 0.101" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.111" @ 6'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. ' j Wind: 190 mph, h=25.4ft, 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. O O i qq.'r�j -/ I M-3x4 M-4)P6 M-3x5 y y )4 3-09-04 3-009905-08 ). ), ,. ), _cp PROF 1-0,93-07-08 6-02-07 ,, ��-,,, ,r".GIN 1S>, 7-03 2-06-15 '�' 1l(.,, /'� PROVIDE FULL BEARING;Jts:2,8,5 I " 8 2VQ pc" JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J5 Scale: 0.2009 AW - WARNINGS: GENERAL NOTES, unless othetsAw noted: CC Truss: JS 1.Builder and erection contndor should be advised of a8 General Notes 1.ml.design I,based only upon the parameters Moven and a for an mdivldual ' ' A.OREGON 1.0 and Wanting,before construction commences. building component.Apolkab15y of design parameters and proper '� 2.254 compression web bracing must be installed where shown n. incorporation of component I,the responsibility of the building designer. Ry' t/ �r+„ $ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes me top and bottom dross to be leerelly braced al _7 V is the responsibility of the erector.Additional permanent bracing of 7 o c.and et 10'c.c.rsepedNety unless braced throughout their length by n/., DATE: 6/15/2016 the overall structure la the rosponstbMtty of the building designer. continuous Meathlng such a,plywood Meathng(TC)and/or drywal(BC). R R 10- 3.SEQ.: K2 0 814 91 4.No bad Mould be applied to any component until after all bndng and 4.lneta tlonImpact bofftruss is the responsibing or lateral braciniity of the required espedere Me contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosbe environment, TRANS ID: LINK de.lgnloedabeapp11 a to any component. and are for"dry condition'of use. 5.Compacts has no control over and assumes no responsibility for the 5.Design assumes tel bearing at a8 supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.The design Is furnished subjed to the limitations set forth by 8.Plates Map be bated on both laces of truss,and placed so their center June 15,2016 TPVWfCA In SCSI,copes or which viol be furnished upon request. lines coincide with joint center lines. 9.MiTek USA,Inc./CompuTrus Software+7.6.7-SP2(1L)-E 10.For lbaab connectots Indicate she rpge de ieta in lgn sal p stgn value.see ESR-1311,ESR-1998(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/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-223) 333 7-6=( 0) 30 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-426) 348 7-8=(-170) 253 6-3=( 0) 63 3-4=(-380) 399 3-8=(-261) 172 WEBS: 2x4 KDDF #1&BTR; LOADING 4-5=( -63) 31 8-4=(-405) 342 2x4 KDDF STAND A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -49/ 457V -192/ 338H 5.50" 0.73 KDDF ( 625) 6'- 9.5" -188/ 460V 0/ OH 5.50" 0.74 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 5.9" -31/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) ** For hanger specs. - See approved plans 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. 3-11 / 4-06-14 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 / I I fMAX 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 = -0.036" @ 3'- 9.8" Allowed = 0.211" MAX TL DEFL = -0.040" @ 3'- 9.8" Allowed = 0.317" MAX HORIZ. LL DEFL = 0.104" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.114" @ 6'- 9.5" Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 12 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, 12.00 End vertical(s) are exposed to wind, Truss designed for wind loads (h- in the plane of the truss only. .1, , M-3x4 , I 1,r r-- O OI 4 O 01 Ln All O -3x4 OO �J M-3$4 M-4a ,•-I M-3x5 ; coy 3-09-04 3-00-0}405-08 q PROF y 1-09 3-07-08 4-10-06y y ,���' Gtr � /off 7-03 1-02-14 , $9200PE 5rr 'PROVIDE FULL BEARING:Jts:2,8,5 JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J6 ,e0,00,----. Scale: 0.2330 • 40 Ct. WARNINGS: GENERAL NOTES, uMess otherwise noted: 7 ©Il Ell V 1 V 1.Builder and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters show)end Is for an individual 1.0 Truss: J6 and Warnings before construction commences. building component Applicability of design parameters and proper 4.Q u � • 2.204 compnsslon web bracing muff be Installed where stew)*. Incorporation of component is the raepondbNity of the building designer. �/6 e( 14 3.Additional tem bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et temporary T o.c.end N 10'ox.respectively unless braced throughout their length by e:` R I°s is the responsibility of the erector.Addition.'permanent bracing of continuous sheathing with es plywood sheathing(TC)and/or drywal(BC). C: y 4 DATE: 6/15/2016 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or bterel bracing required where shown*+ SEQ.: K2 0 8 1 4 9 2 4.No bad should be applied to any component until alter all bracing and 4.Installation of tens Is the responsibility of the respedha conrecor. fasteners are compete and at no time should any beds greeter than 5.Design assumes busses era to be used Ins non-corrosive environment, design bade be applied to any component. end are for'dry condition.of use. TRANS ID' LINK S.Design assumes Nil bearing at al supports shown.Shim orvndgeIf EXPIRES: 12/31/2017 5.CompuTrua has no control owr and resumes no responsibilityforme nay fabrication,handling,shipment end inatellatbn of components. 7.Dsaign assumes adequate drainage Is provided. June 1 5,2016 S.This design Is furnished subject to the limitations sat forth by S.Plates shall be located on both faces of truss,and placed so meld center TPVWTCA in BCSI,copies of which all be furni lined upon request. coincideAnes S.Digits indicate tcenterh joint lines. dte tire of date in inches. MiTek USAInc./CornpUTrus Software+7.6.7.5P2(1L)-E 10.For best 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 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6= ( 0) BC: 2x4 KDDF #1&BTR (-176) 350 6-3= 30 SPACED 24.0" O.C. 2-3=(-916) 283 7-8=(-176) 266 6-3=( 0) 63 WEBS: 2x9 RODE #1&BTR; 3-4=(-370) 334 3-8=(-263) 172 2x9 KDDF STAND A LOADING 4-5=(-110) 14 8-4=(-325) 359 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BOG 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 RODE ( 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 k;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 = -0.002" @ -1'- 0.0" Allowed = 0.067" 3-11 4-00-03 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.211" -/ MAX TL CREEP DEFL = -0.044" @ 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" 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 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1 No End vertical(s) are exposed to wind, I Truss designed for wind loads r in the plane of the truss only. 411411 0 al m O N O N I M-3x4 "i NN iii O N-gam 1 _ -1' M-3k4 •• M-4x6 M-3x5 l b 1 3-09-04 3-00-04 0-05-08 yl-00 y 3-07-08 y 4-03-11 y l Ac((.. �C) PR OF�Ss 7-03 0-08-03 co. NGIN fi49 /Q t Ct �' 89200PE fir` JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J7 ,/ �': _�• Scale: 0.2917 ',VIII ,`II .� YYARu8de,e O.This GENERAL NOTES, tides.otherwise parameters arse:. __7 OREGON Cr Truss: J7 1.Band nd Warnings nd n metoruronod enceleedof all General Notes buildign component.Applicability opb/upon pdcabliy opesignprrmshown ter and isopanlMlvkual 9 ark'P/arrdips befota construction commence. building component.Applwbllly of design parameters end proper �// 2.244 compression web bradng must be installed where shown+. Incorporollon of wmponek la the rosponstbAly of the bWltlbg designer. <0 ) -7 A- 1 4 *� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop ant bottom chords l0 be laterally braced et f Is the responsibility of the aredor.Additional permanent bracing of T o e and et ID a.c.respectively unbas bn<etl throughout melt length by P DATE: 6/15/2016 the overall structure Is the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywal(BC), ';/ j"]rj`{ aponsibiliy of the building designer. 3.2x impact bridging or labral bracing required where shown++ A�Il 1 1r SEQ.: K2 0 8 14 9 3 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. fastener.are compete and et no time should any loads greater than 5.Design assumes trusses are to be treed Ina noncorrosive environment. TRANS ID: LINK designbads beapplied toanycomponent. and are br"dry condition'.ofuse. S.CompuTrua hes no control over and assumes no responsibility for the 6.Deign assumes full beedng at al supporta shown.Shim or wedge it EXPIRES: 12/31/2017 ce febdcatbn.handling,shipment and hesitation of components. ssary' 7.Design assumes adequate drainage is provided. June 15,2016 6.This design is tarnished subject to the limitations MI forth by A Plates shall be located on both faces of truss,and placed so their comer TPIM/TCA in SCSI,copies of which pill be furnished upon request. Anes coincide with joint center lines. MiTek USA,Inc./Com UTrus Software 7.6.7 1 L E B.Digits indicate dee of piste in inches. p ( )' t0.For beak connector plate design values see ESR-1311,ESR-t988(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: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-138) 184 3-5=(-476) 480 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-463) 424 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 PSF 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 PIF Ground Snow (Pg) 7'- 3.0" -196/ 484V 0/ OH 5.50" 0.77 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE +a For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. II__ THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. FOND. 2: Des icn checked for rest(-7 osf) uplift at 29 "on spacin 0. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.067" 7-11-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.100" 1 1' MAX LL DEFL = -0.001" @ 7'- 11.1" Allowed= 0.045" -/ 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" MAX TC PANEL TL DEFL = -0.600" @ 3'- 8.2" Allowed= 0.919" M-1.5x3 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 system and components and cladding criteria. 12 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 ,n in the plane of the truss only. 0 I 0 co m o Eli, �y , o = e. 5 o M-3x4 M-1.5x3 l ) y ). <�R�© PF p�Fss 1-00 7-03 0-08-02 G N ' /%, 17 8920OPE �'" JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J8 Scale: 0.3719111_,411111111,44; �/(y� WARNINGS: GENERAL NOTES, unless otherwise se noted. ' OREGON /'1A 1�� I, 1.Builder and erection contractor ehould er be advised of all General Nates 1.This design is base only Applicability efl�ameters shoels for an individual if REI.'7 V I Y W T Y us S: J 8 red ns ntnge berore constn afore commence.. th o lyre parameters presser // .0 2.2s4 compression web bnanp must be installed where shown+. incorporation of component k the responsibility of the bulking deelgner. � -7 A V T 3.Additional temporary bracing to insure Natdliy during construction 2.Design assumes me top and bottom chords to be latently braced al r Y by Is the reponelbilly of me erector.Additional permanent bracing of 2 ntlrnuousheathing such as eplyweod sheathing(TC)nd/or drywally unless breced throughout their l 4 R",,,�� DATE: 6/15/2016 me overall structure k the responsibility of me balding designer. 3.continuous Impact bridging or lateral bradng required where shown++ 4.No road should be applied to any component until after an bhang and 4.Inetalatlon of trues la the responarollty of the respective contractor. SEQ.: K2 0 814 9 4 fasteners are complete and at no time should any loads greeter man 5.Design assumes trusses are to be used In a non-corrosie envinnmenl, TRANS ID: LINK design keds be applied to any component. and are for condition"of use. 6.CempaTnnhasnocomnl over and assumes no responsibility for the Design.enee Aa bearing at al supports shown.Shim or wedge if EXPIRES. 12/31/2017 fabrketion.handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This design h furnished subject to the Imitations set forth by 5.Plates shell be located on both faces of truss,end placed so their center June 15 2 16 TPIN4rCA In SCSI.copies of which WI be furnished upon request. Ines cokdde with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CornpuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see ESR-1311,ESR41986(MITch) 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: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-186) 176 3-5=(-210) 222 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-235) 229 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+01( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -117/ 435V -45/ 1260 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -17/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1DFNF LIVE LOAD. TOP FOND. 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_11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.100" MAX TC PANEL LL DEFL = 0.007" @ 1'- 4.0" Allowed= 0.226" MAX BC PANEL TL DEFL = -0.095" @ 3'- 8.6" Allowed = 0.415" -/ MAX HORIZ. LL DEFL = -0.002" @ 6'- 11.6" 12 MAX HORIZ. TL DEFL = -0.002" @ 6'- 11.6" 12.00 7 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria, Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. • O I � +* 5 M-3x4 M-1.5x3 l y y 1-00 7-03 0 PRQAFs 444 4' 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J9 .t.:10,0",„g7 Scale: 0.5510 WARNINGS: t.GENERAL isb, unlessotherwisearmete OREGON Truss: J9 Bulkier and s beforefor coneraaor goad be ncewd or au General Notes This design is nen.only.pan y the parameters parameters meteer and is hpe n individual -57 am Wamingld anarualon commences. building component.A neat le of tlesyn pay of ere ant proper 2,2x4 compression web bradnp must be Installed where shown*. inarporatbn of component h the responsibility of the building designer. /� "7}" 2 3.Additional temporary bracing to Inure stability during anarualon 2.Design assumes the top antl boftom dards h be laterally bread at ( 14 4 �y, the reeporiaMNty oldie erector.Additional permanent bracing of 2 o.c.and at 10 o a respeabaly unless braced throughout their length by C DATE: 6/15/2016 the overeat areaere la the reeponabloy of the building designer. 24Impa toontinuousheathing each as plywood meathhpre s own*drywau(ec). R R.1 3.le Impact bodging or th ere!bracing required e respective shewo SEQ.: K2 0 819 9 5 4.No load anould be applied h.m component mon after all bracing and 4.Installation of Is the responsibility of the reldpsawe controaor. fastener.aro complete and at no time should any loads greater than 5.Design assumes Puttees re to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for Idly condition"ofuse. 5.CompuTrue has no control over and mums,no responsibility for the 8.Deapn assumes NI bearing at aN supports own.Shim or vntlge if EXPIRES: 12/31/2017 necessary. fabrication.fabrication.Meriting,shipment and Inaallamn of components. 7. tinass umes 8.This design b furnished subject to the Nneathns eat bnh by 8.Mates Mal be located one bothfafaces ge 14 provided. 8. placed so their center June 15,2016 TPIMIICA in DUI,copies of which edit be furnished upon request. Ines coincide with Joint anter Ones. MiTek USA Ina/Com uTrus Software 7.6.7 1 L E 5.Digits indicate sire of plate in inches. p ( )- 10.For bade connector plate design values sea ESR-1317,008.1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 95 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" 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 = 95.0 PSF 0'- 0.0" -65/ 291V -9/ 37H 5.50" 0.47 KDDF ( 625) 1'- 1.3" -61/ 28V 0/ OH 5.50" 0.09 KDDF ( 625) 12 LL = 25 POP Ground Snow (Pg) 1'- 9.0" -20/ 22V 0/ OH 1.50" 0.09 KDDF ( 625) 7.00 p 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/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 windforce-resisting 3 system and components and cladding criteria. Wind: 190 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, 0 o Truss designed for wind loads '� in the plane of the truss only. 0 r-1 ulf O 1 2� 4 M-3x4 J, 1 l �c NG1N ' ss/Q 0-09 1-04 y ,,�y (PROVIDE FULL BEARING;Jts:2,9,3 I J', ' .. `T r�j�. 89200PE t" JOB NAME : RIVER TERRACE FRENCH 5 PLEX - L1 Scale: 1.0818 �;!d 'P i►.: • WARNINGS: GENERAL NOTES, unless otherwise noted © Cr OREGON * �)s 1.Builder and erection oontradar should be advised of al General Notes 1.This design Is based only upon me parameters shown and is for an individual -7 REG 1 V t'e Ya/ Truss: Ll and Warnings before oenetrudbn commences. building component.Apploabllly of design parameters and proper A any 2.2a4 compression web bradng mune be Installed vinare shown+•. Incorporation of component Is the reapondblay of the bulking designer. I'© -3 1��l 2 4 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the top and bottom Norris to be laterally booed at i't Is the responsibility of the•redox.Additional permanent bracing of 7 ntin and el ItYea c.c.arch as ply god s eethin throughout ndry length 1. L'+ R 11A- DATE: �++ 7 o.c.a d sheathing such as plywood sb braced throughout bout their drywaN(th b 4- DATE: 6/15/2016 Sr.overall structure Is the responsibility of the bung designer. 3.st Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after ell bradng and 4.Installation of buss Is Sr.reapnnsibliity of the respeuNe contractor,SEQ.: K2 0 814 9 6fasteners are compete and at no gree should any loads greeter man 5.Design assumes trusses ere to be used m e noncorro•Iva environment, TRANS I D: LINK design lads be applied to any component. end are for condition'.rhg a n. g• 5.CompuTrus hes no control over and assumes no responsibility forme 8.Design esumes NI bear 1 g supports shown.Shim or wed if EXPIRES: 12/31/2017 awry. fabrkelbn,herding,ehlpmee and InMtlNtbn of components. 7.Design assumes adequate drainage I.provided. June 1 5,2016 8.This design Is furnished witted to Sr.limitations set forth by B.Plates shat be located on both laps of hues,and placed no their center TPLNJTCA In SCSI,copes of which will be Nmlahed upon request lines coincide with joint tenter line. 9.Dlgite Indicate die of plate in Indies. 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 2'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3-(- 52) 24 2- 9=(0) 0 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIF 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 = 95.0 PSF 0'- 0.0" -92/ 257V -13/ 48H 5.50" 0.41 KDDF ( 625) 1'- 10.9" -25/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 2'- 9.0" -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. (=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/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075" 1-11-11 MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" f fMAX 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" @ 1'- 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=1.6, 3 -/ End vertical(s) axe exposed to wind, Truss designed for wind loads in the plane of the truss only. /' o 0 I N O d -- M-3x4 l l y 0-09 2-04 (PROVIDE FULL BEARING;Jts:2,3,4 I `i • PR°F4t ' � tyGIN,E*. /© 4 :.9200P <' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - L2J1 Ar "''e. Scale: 0.6838 l4! 40. WARNINGS: GENERAL NOTES, unless tithe aft noted: OREGON Truss: L2J1 1.Balder and erection sent/radarMoura be advised of aft General Notes 1.This design rp based only upon the parameters shown and R for an individual 17Z4 and Warnings before construction commences. building component.Applkadlgy of design parameters and proper '� 1.2e4 compression web bracing must be installed where shown". incorporation of component Is the responsibility of the bullying designer. �/) 14 �A r4�bracing to tel stability during cousin,Ii n 2.Design assumes ms tap and bottom chords la be leterelty braced et G, �•" 3.Additional temporary bra la Me reaponabilty of the erector.Adaglenst permanent dating of 2'o.c.end el 10 o.c.respectively unless braced throughout their length by /if DATE: 6/15/2016 tl e overall st acture k Me reeponabq continuous sheathing such as plywood sheathing(TC)eMror drywall(BC). 'Y/ji fI l I ray of the building designer. 3.In Impact bridging or latera bracing required where shown•s ll l.- SEQ.: K2 0 8 14 9 7 4.No load should be applied to any component until after all bredng and 4.Installation of truss Is the responabBty of the respective conked°, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina non-corro.Me environment, TRANS ID: LINK design loads be applied to any component. and ora for"dry condition.of use. 5.CompuTrus has no control over and assumes no responabitly for the 8.D agnssaessumes full beating at MI supports shown.Shim or wedge If EXPIRES: 12/31/2017 nece fabrication,handling,shipment and instelletlun of components. ry' e.This design is furnished subject to the limitations set forth by 7.Design eassumes al be Rested cm beth laces quate drainage lof russ,s eand placed en their center d. June 15,2016 TP W4TCA In SCSI,copies of which wlA be furnished upon request. Ines coincide e11h Joint center lines. Wee USA,Inc.yCampaTfUe Software 7.6.7(11.)-E9.Digits indicate size of piste In inches. 10.For basic connector plate design values see ESR-1311,ESR-1965(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/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-50) 29 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -40/ 263V -15/ - 55H 5.50" 0.42 KDDF ( 625) 2'- 1.3" -2/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 2'- 4.0" -26/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) 12 7.00 c77 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 pef) 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. 0 Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 116:51114 -. o load duration factor=1.6, .i End vertical(s) are exposed to wind, I Truss designed for wind loads p in the plane of the truss only. .1 N f O o f 1 2��/ M-3x4 l y l 0-09 2-04 �p,��Q PR°FA, 'PROVIDE FULL BEARING;Jts:2,4,3 1 ��� V�L,GI'IY��." s �G /0 17 KT 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - L2 J2 ••r ,,,,r�'---~" Scale: 0.9584 ,;LA GENERAL NOTES, units fMrelee noted ♦ * �1+�. WARNINeS: V N 'H✓ I.and Warnings ann befor cenlndor shalom be need of eA Gsenl Notes 1.This builtl ng coois based mpo em.Appliabilit of n the design parameters and proper rameters:Wpm and is for an hWNkue1 Truss: L 2 J2 e W preebaron cone uctfon commences. incorporation of component la the roeponsibM olthe building designer. �E O -(/:;!1:72P,(I - 2.2a4 cemprossion web bracing must be installed where shown t. 2.Design assumes the top and bottom chords to be laterally braced el 3.Additional temporary bracing to Insure stability during cenWuctlon T o.c.and at 10 0.0.napedwely unless braced throughout their length by M ` Is the responsibllty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywageC). R}I Ij t �- DATE: 6/15/2016 the overalletn Lure Is the responsibility of the building aagner. 3.20 Impact bridging or lateral braang required where shown 0• S E 14 9 8 4.No load should be applied to any component until after all bradng end 4.netalation of truss is the responsibility of the respective contractor. Q• K2 0 8 (Miners en complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nen-corrosive environment, design toads be apples to any component. and are for"dry condelon•of use. TRANS ID: LINK s.Csignlousnasnpamnlanerendaneumeaenwoelalty or me 8.D.egnaneceimssumesNBbearing ataasupports shown.Shim orwedge:t EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. June 15,2016 8.This design is furnished subject to the limitations set forth by 5.Plates shag be located on both faces of trues,end placed so their center TP WJICA in SCSI,apes of which oil be finished upon request. g,Digits coincide with joint ocHerlines. in inches. MITek USA Inc./CompuTrus Software 7.6.70L)-E 10.For basic connector plate design values see ESR-1311,ESR-7985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 BIDE' 1k16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 95 2-9=(0) 0 BC: 2x9 BODE' M16BTR SPACED 29.0" 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 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 95.0 POP 0'- 0.0" -95/ 260V -13/ 98H 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 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 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 to main windforce-resisting system and components and cladding criteria. Wind: 190 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=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. '' u7 1,1/4 4 � M-3x4 l 0-09 2-00 'PROVIDE FULL BEARING;Jts:2,9,3 "\"<, p axFsts 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - L2SJ1 Scale: 0.6838 '/� ppyy,,,, WARNINGS: GENERAL NOTES, anted;otherwise noted. + OREGON �y T rue S: L 2 S Jl 1.Balder and erection contractor should be advised of el General Notes 1.This design ie based only upon the parameters shown and Is for an Individual 11��. end Warnings before construction commences. building component.Applicabllny of design parameters and proper M !� 2.2e4 compression web bracing must be installed where shown v. incorporation or component is the rosmnsiblity of the building assigner. ,/�^ '1.)" 14 2.°� ..a". 3.Additional temporarybract to Insure stability during 2.Design eeeuma;the tap and bottom chords to be laterally bread al s, ��y,S bracing g eonsbucllon o.c.and et 10'o.c.respectively unless braced throughout their length by A la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). '*76"R R I Lk- DATE: 6/15/2016 the overall structure Is the tea/tangibility of the building designer, 3.2e Impact badging or lateral bradng required where Moven*. e fl SEQ.: 2 0 814 9 9 4.No bad should be applied to any component until after all bracing and 4,Installation dams Is the responsibility of the respective contractor, fasteners are compete and at no time should any loads greater than 5.Design assumes trusses aro to be used in a noncaneaie environment, TRANS ID: LINK design bads be applied b any component end are m dry andnbn'oluas. 5.command has no control over and assumes no responsibility for the a De siagnn assumes NA bearing at aft support shown.Shim or wedge II EXPIRES: 12/31/2017 fabrication.handling.shipment end Installation of components. ry. 7.theles shall beeb adequateton bath drainageistruss,d.an June 15,2016 S.This design is furnished wb).d to the umnenona set roan by e.platea.nan bate;on both rads of truss,end plead m their amen TPVM/ICA b SCSI,copies of which will be furnished upon request. Ines caindde with taint anter lines. 9.Digits indicate size o/plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E r0.For bask annedor plate design value;see ESR-1311,ESR-1988(MITA) 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 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-38) 51 3-5=(-202) 131 BC: 2x9 KDDF #1&ETR SPACED 29.0" O.C. 2-3=(-83) 70 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP 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" 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" 0.42 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. OND. 2: Design checked for net(-7 psf) uplift at 24 "cc 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 = 0.070" @ 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" 1' ' '' MAX HORR. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 4.00 17* Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 9 Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, End vertical(s) are exposed to wind, imiiiiiall Truss designed for wind loads in the plane of the truss only. I seri 0 I N N sen 1 *a S -/ I 2► M-3x4 M-1.5x3 1 1 1 5-08-04 0-03-12 1 1 1 1-00 6-00 90 PR OF4- �89200PE r" JOB NAME •. RIVER TERRACE FRENCH 5 PLEX - P1 Scale: 0.5771 �; ,/ej, WARNINGS: GENERAL NOTES, unless othervdsenoted, + OREGON to 1.Builder and erection contractor should be advised of ail General Notes 1.This design h based only upon the parameters shown and is for an Individual 7j Truss: P1 and Warnings before construction commence. building component.ApplioablNty of design parameters and proper 4+ 4;...54* ( �y • 2.254 compression web bracing must be natal ed where Mown+. incorporation of component N the responsibility of the building deelgner. lb "° y A 2 "'� 3.Addhbnal temporary bracing to Insure NabilNy during construction 2.Design assumes the tap and bottom chords to be laterally bread el V ^ 1 Y le the responsibility of the erector.Additional permanent bracing of c ntln end a1 asIff hin,such as ly plywoodwos braced(TC) d/their dry length by � FiR IS \,. continuos bridging or such l b airs re uirsd in ere s angor dryvAN(BC). DATE: 6/15/2016 meowersnstrudarslam.rseponebNNronnebuiMlnpdeapner. 3.zelmpedbridgmgorlater.lbrsangrsgmrsdwneremown++ 4.No bed should be applied to any component unto after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K2 0 815 0 2fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ins non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and re for"dry condition"of pPo wedge 5.CompuTns has no control over and assumes no responsibility for Me 6.Design necessary, es Vol beadn 1 ail su ria shown.Shim or wad If EXPIRES: 12131/2017 01 fabrication,handling,shipment is IS.i laaancl components. T.Deign tessha beeaeded on bothdrainage lsprosse n June 15,2016 6.This design Is furnished aubJed to the limitations set forth by 8.Plates snap be boated on bon teas of thea,end plead so men anter TPNNTCA in SCSI,copies of which will be?wished upon request, runes coincide with loin center runes. 9.Digits indicate in of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)E 10.For basis connector plate deign values see ESR-1311,EBR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-31) 34 3-5=(-167) 119 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-69) 49 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. 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 PDF 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 POE' Ground Snow (Pg) 5'- 0.0" -33/ 216V 0/ OH 5.50" 0.35 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -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'- 8.9" Allowed = 0.262" MAX TC PANEL TL DEFL = -0.038" @ 2'- 6.6" Allowed = 0.393" 4-08-04 0_03_12 f f f MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 9.00 v Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads A in the plane of the truss only. N .1 ti--..41111111111111111111111 ul ,-1 it r/, 1 of 2 G 5 M-3x4 M-1.5x3 1 l y 4-08-04 0-03-12 1 l y 1-00 5-00 9 r, yPROP4" s " -NGlN . yp 2 4t' 89200PE fir" JOB NAME : RIVER TERRACE FRENCH 5 PLEX - P2 'i Scale: 0.5900 7 40. .44 WARNINGS: GENERAL NOTES, adsas alMMlse algid Truss: P2 1.Builder and erect.contractor should be advised oral General Notes 1.This design Ie based only upon the parameters shown and isfor an Individual 7OREGON (U and Warnings before construction commences. building component.Applicability of design parameters and proper ( /c, 2.2a4 compression web bracing must be Installed Mire shown*. Incorporation of component I.the responsibIIy of me building designer. G/Q�.9). 14 `,0`� : '; 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to M laterally braced at V Is the responsibility of the erector.Additional permanent bracing of 7 o.c.ark x110 o.c.respectively unless braced throughout their length by DATE: 6/15/2016 me overall gradate is me responsibility of the building designer. 3.2e Iconnt act buous ridging such es braplywood rrequired and/or drywall(BC). keR A t ` �, 4.Na load Mould be applied to a g andP g g y of the wnpre shown contractor.•o y.�.^ SEQ.: K2081503fasenersare complete and atno time�should any l adsgreserthan5.Designesamestruf truss ssses..roe�usedm.non�drea envireent, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assume no responsibility forme 8. gig assumes lug Madng al al supports shown.Shim or wedge if EXPIRES: 12/31/2017 ne fabrication,handling,shipment and Instellalion of components. ssary' S.This design isfumishedsubject tothe limitations set forth by T.Dotes hag be elocated on edea'°amteas is bus,provided. June 15 2016 TPIMRCA In SCSI,copies of which MA be furnished upon request. S linPlats coincide with jolts anter lines.fs of buss,end placed so their anter MITek USA,Inc./CompUTNs Software 7.6.7(1 L}E a.Digits radiate size of plate In Inches. 10.For basic connector plate design values see ES13-1311.ESR-00138(MITek) W This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" OND. 2: Design checked for net)-7 psf) uplift at 24 "oc spacing. IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF STANTR SPACED 24.0" O.C. system and components and cladding criteria. WEBS: 2x9 KDDF STAND 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 45.0 PSF End vertical(s) are exposed to wind, Truss designed forwind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (lion). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-08-04 0-03-12 f T T 12 4.00 M-1.5x3 3 4 -f i 0 --'11111111111 ml 2 N m 11 1 I� % 0 M-3x4 M-1.5x3 ) l 1 1-00 6-00 , a PRopp0,0 • N �© c,; 4l * ma 'r 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX — PGESale: 0.6146 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON to t.Binder and Friction cenndor Mould be advisstl of sl General Notes I.building com ponent.d aelylcabilitthe oof design pwrs shown meters anti prod is perty Indlvldusl `' Truss: PGE and Warnings before construction ammences, incorporation of component k the dsponahaay of the building designer. GAO / �s�� 2.1x4 compre Won web bndng must be Installed where shown a. 2 Design assumes the lop and bottom chords to be laterally braced at v ��'"` 3.Additional temporary bracing to Insure stability during construct. 2 cc.and at 1O o c.respectively unless braced throughout their length by `- b the rosporMGNly of the erector.Additional permanent bracing of continuous ehesthhrg such as plywood aheathing(TC)and/or drywaA(BC). R R I L". DATE: 6/15/2016 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where Mown a• S E K2 0 8 15 0 4 4.Ne load should be applied to any component until after all Gering and 4.Installation of truss is the responsibility of the respective contractor. 4• fastened are wmplete and at no time should any bads greeter than 5.Design aewmas tenses are to be used Ins non-conceive environment, design hada be applied to any component, and are for'Wry condition.'ri of use. TRANS ID: LINK 6.necessary. fabrication, esfuAbesrtngalaAwppoteMo..Shiner wedge If EXPIRES. 12/31/207 5.CompuTM has no control over and assumes no responsibility dr the necessary, fabrketlon,handling,shipment and lnelallathn of components. 7,Design assumes adequate drainage Is provided. June 15,2016 8.This design Is brelehed subject tome limitetlons set forth by 6.Plates shall be bated on both faces of truss,and placed so their center TPUWTCA In BCSI,copies of which MAI be furnished upon request. 5.Ines es I ine.Mth nkate doloint or plate terfines. lfine MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E to For bask connector plate design values see EBR-1311.ESR-1988(MITak) 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 TO: 2x4 KDDF #13BTR 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 WEBS: 2x4 KDDF STAND (- ) 290 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -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 POE' 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. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ,r ,r 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" 12 MAX TC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed = 0.137" 12.00 17 MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed = 0.206" MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" -I MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" '' Design conforms to malwindforce-resisting ' system and components and cladding criteria. Wind: 140 mph, h=20.Bft, 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, p Truss designed for wind loads 2 in the plane of the truss only. r M 1111111116L I ti 1 r 0 11111111111 .4. 4 111 IIII M-1.5x3 M-1"5x3 l l 1-00 2-00 (PROVIDE FULL BEARING;Jts:9,5,3 SRO P R ore.. 8 Vl� V"Y 89200PE �<" JOB NAME : RIVER TERRACE FRENCH 5 PLEX - SJ1 /.,,,.• Scale: 0.5927 -. WARNINGS: GENERAL NOTES. unless olherwlss noted: OREGON CC Truss: $Jl 1.Builder end eredbn contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and la bran indlvklual end Warnings before constmdlon commences. bonding component.Applicability of design parameters end proper tet 2.254 compression web bracing must be installed where shown.. Incorporation of componam Is me responsibility or the building designer. �,/ /�(y .lyy 3.Additional temporary bracing lo insure stabflly during construction 2.Design assumes the top and bottom chords to be laterally braced et �+0 • L�.. GV��t Is the neponsibiNly of the erector.Additional permanent bracing of T o.c.arid at 10 as napsctNely unless foretell throughout mak length by 1#s � L� DATE: 6/15/2016 the over stnrolure la the responsibility or the building designer. 3. sheathing such ss plywood sheathing(TC)and/or drywal(BC). X81 3.25 Impact beldame or erai bracing required where shown.. SEQ.: K2 0 815 0 5 4.No load should be applied b any component am after anth bracing and 4.Installation of truss is the of the respective contractor. n fasteners ecomplete and at no Urn.should any loads greater thentrussescrato st used 5.Design assumes are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are br'dry condition'of use. 5.CompuTrua has no control over and assumes no responsibility forth. 6.Design assume.NI bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 f brtcatbn,handling,shipment end installation of components. 7.Design;Fumes adequate drainage Is provided. June 1 5,201 6 8.This design is furnished subject to the limitations set forth by It Plates shall be bated on both faces of truss,end placed Se their anter TPIMRCA in SCSI,copies of wfikh win be furnished upon request. less coincide with joint anter lines. B.Digits indicate We of plate m inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L(-E 10.For bash connector piste da Mgrs velum ass ESR-1311,ESR-t 088(MITak) 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-135) 100 3-4=(-197) 159 3-1=(-275) 168 BC: 2x9 KDDF #14BTR SPACED 29.0" 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 PIE 0'- 0.0" -46/ 185V -97/ 199H 5.50^ 0.30 KDDF ( 625) TOTAL LOAD = 45.0 POE 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 PIF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. TOND. 2: Design checked for net(-7 paf) uplift at 24 "oc spacing. 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 = 0.000" @ 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 V 2 -, Design conforms to main windforce-resisting �( system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 ti I r- 0 M-3x4 I o ,-1 o hl%ihK. =Emi1 f3" ►H 4 / -1.5x3 M-1.5x3 y 1-09 y 1-11-11 y tl �',U r RQF�`.0y (PROVIDE FULL BEARING;Jts:3,4 2 I "�GINE� , s/©fib' 89200PE vr', JOB NAME : RIVER TERRACE FRENCH 5 PLEX - SJ2 Scale: 0.4806 per?" / WARNINGS: GENERAL NOTES, unlas.otherwlae noted OREGON /'y�1 �)e- it 1.Sunder end erection contractor should be advised of el General Notes 1.TMs design Is based only upon the parameters shown and Is kr en Individual �I Rl 1G O,V to Truss: SJ2 and Waminge before construction commences building component.Applicability of design parameters and proper ` �} 2.2x4 compression web brsdng mud be Imalbd where shown v. Incorporation of component Is the raepondbg8y of the building designer. /'v6 -7 k 14 V R,V4 3.Additional temporary bracing to insure stability during conerudkn 2 Design assumes the lop and bottom chords to be laterally braced et Y` y is the responsibility of the erector.Additional permanent bracingI continuous ntand et1Ohin..nelyunless eathin(TC)and/theirlen(m). "I"`FiRI�+� parmans o 2'o.c. ndsheathing o.eg woe as respectivepunless s braced throughout and/or dove length b DATE: 6/15/2016 the overall structure lame responsibility of the building designer. 3.Ia Impact bridging or lateral bracing required where Mown•a SEQ.: 2 0 815 0 6 4.No bad should be applied to any component until after all bradlp and 4.Installation ohms.le the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than N.Design assumes busses are to be used In a non-corrosive environment, TRANS I D• LINK deelgn loads be applied to any component. and are for vendee e.Design assumes Ng bearingof use. 5.CompuTrus hes no control over and assumes no responsibility for the at and supports shown.Shim et wedge If EXPIRES: 12/31/2017 awry. lab.design Mturnie,shipment and hehsltetln of components. 7.Dedgn assumes adequate drainage Is provided. June 15,2016 8,This design Is furnished subject to limitations set forth by 8.Plates Mal be located on both laces of Imts,and placed so their center TPWVTEA in BCS(,copies of winch will be furnished upon request. Anes coincide with)Dint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./COmpuTrus Software 7.6.7(1L)-E 10.For beak connector plate design vexes see ESR-7311,ESR-teal(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/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-341) 136 4-5= 1- ) BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. (-286) 154 1-5= 259 175 WEBS: 2x4 KDDF STAND 2-3=(-169) 0 1-5=(-250) 463 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. OON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -95/ 448V -115/ 247H 5.50" 0.72 KDDF ( 625) OVERHANGS: 0.0" 24.0" 1'- 6.7" -264/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 8.7" -306/ 437V 0/ OH 1.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 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/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 -,r MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" MAX HORIZ. LL DEFL = -0.010" @ 3'- 7.9" 12 MAX HORIZ. TL DEFL = -0.010" @ 3'- 7.9" 12.00 7 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, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, b End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r 0 I r O 1 r M-4x6 1 s-- A 0 1 ., IL. ..,_ _, 4..„. M-1.5x3 M-1.5x3 R Opk y ) 1-09 3-11-11 I GINE- i+ s� r,� 'PROVIDE FULL BEARING;Jts:4,5,2 T,' t. 11 :9200PE < ' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - SJ3 `, Scale: 0.3944 - le WARNINGS: O.This gnis NOTES, udeupdMise paroeae. 7G .�/aOREGON * ../ Truss: S J3 1.end tlk and erection centactor should be advised of all General Notes 1.Thh tlee gn Is based only upon the parameters ere ahewn and b for an Intllvleual to and Warnings before comhudbn commences. building component.Applicability of design parameters and proper Z.2s4 wmprossion web brodng must be installed where shown o. Incorporation of component h me responsibility of the building designer. °/O -7 Y 14 2)\ 4 3.Additional temporary bracing to Insure debility dodos construction 2.Design assumes the tap and bottom chords to be laterally braced at V �.y la the reaponslbSty of the erector.Additional permanent bracing of 7 o.c.end at ae 0.0.respectively Men looted throughout their I. by �{,,/� \ `_..' DATE: 6/15/2016 me overall structure is me ro sibpIn Impact sheathing such as plywood sheathing(TC)andbr drywall(BC). '�'"l`4 Li R I LA w epon 8y of the budding designer. 3.2s Impact bridging or lateral braying required were Mown••SEQ.: K2 0 8 15 0 7 4.No toad Mould be applied to any component until after all bracing and 4.Installation of tons Is the respondbYiry of the respedNe contractor. fasteners are complete and at no time Mould any loads greater than 5.Design assumes trusses are to be used Ina noncorrostve environment, TRANS ID: LINK design bads be applied to any component. end are for^dry condition"of use. 5.Command Me no control over and aseumes no responsibility for the 5.Design nnecessarewmee NI bearing at all supports shun.Shim or w.dge if EXPIRES: 12/31/2017 fabrication,handling.shipment and installation of components. 7.Design sumes adequate drainage Is provided. June 15,2016 8.This design is furnished(object to the limitations cel forth by 8.Plates Meg be located on both faces or truss.end placed u their center TPIINWCA In SCSI,copies of Mach will be furnished upon request. Ines ooindde with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6,7(1L)-E 10,For basic connector plate design values see ESR-1311,EBR-1958(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: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-50) 23 TC LATERAL SUPPORT <= 12"OC. DON. 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" -45/ 342V 0/ 43H 5.50" 0.55 KDDF ( 625) 3'- 4.7" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -44/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 C,"' OND. 2: Design checked for net(-7 pef) 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/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 componentsand cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, lf (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I` End vertical(s) are exposed to wind, o Truss designed for wind loads 1 so in the plane of the truss only. I 0 u 1 1Z� 4 M-3x4 )' l 1-00 3-07-08 !PROVIDE FULL BEARING;Jis:2,4,3 I 0 pA�}R O C 820 cc 89200PE fir JOB NAME : RIVER TERRACE FRENCH 5 PLEX - T1 .�' Scale: 0.8761 y IWRIMi 10 It WARNINGS: OENERALNOTES, unlessothenvlsenoted .a�y OREGON /a- 1.Bolder amt erection cenbador Mould be advised of all General Notes 1.This design is based only upon the parameters Moven end b for an individual 7 14,/ Truss: T1 and Warnings before conetrwlon commence.. building componentApplicability of design parameters and proper a r�N Z.2x4 compression web bradng must be installed where shown�. incorporation of component la the responsibility of the building designer. </1 -7 k 1 A.. 2V "�'". 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally brocsd at V 1 Y V ' is Me responsibility f the erector.Additional permanent bracing of 7 ntn and at 10 o c,such a respectively d s braced(TC)an/melt stt)S) Ie["I r'�� ty o 7 continuous t 10'o.ng such ti pgwood s braced t throughout hoot t drywaX(th b DATE: 6/15/2016 the overall structure Is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown.. 4.Na load should be applied to any component until after.8 bradng and 4.lnatepatlon ofbuss is the responsibility of the respective contractor. SEQ.: K2 0 815 0 6 fatlaners are complete and at no tints should any loads greeter men 5.Design assumes trusses are m be used m e non-corrosive environment TRANS ID: LINK design loads be applied to any component. 6.Design endrefor•drycfndfassumes NA bearinen`a use. A supports Mown.shim or wedge 5.CompuTnnrs has no control over and assumes no responsibility for the w@ EXPIRES: 12/31/2017 ry fabrication,handling,shipment endtbn of components. 7.Design assumes adequate drainage Is provided. June 15,2016 6.This design is furnished subJed b theelimitations set forth by B.Plates shag be bated on both faces of buss,and placed loo their center TPLSTCA In SCSI,copies of wnkh will be furnished upon request. linea coincide with joint center Anes. 9.Digits indicate size of plate in inches. MMTek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4Center plate on joint unless x,y 6-4-8dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. I Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. 0 1/ �� IINIIINIE % 2. Truss bracing must be designed by an engineer.For 16 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ O 1611,1110Y1110PAI p bracing should be considered. �-� O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. For 4 x 2 orientation,locate C7 9 6-7 C54 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0 "s 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,ESR 1988 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 eA Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the output. Use T or I bracing by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. No•••••0 15.Connections not shown are the responsibility of others. S /1 Indicates location where bearings (supports) occur. Icons vary but 16. not cut or alter truss member or plate without prior approval ©2012 MiTek®All Rights Reserved of an engineer. reaction section indicates joint number where bearings occur. ® ( 17.Install and load vertically unless Indicated otherwise. MMin size shown is for crushing only. , 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. is not sufficient. m ire ke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013