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# PERMIT ADDRESS CLOSED ile 129 MST2016-00358 17094 SW JEAN LOUISE RD 130 MST2016-00359 17082 SW JEAN LOUISE RD 131 MST2016-00360 17070 SW JEAN LOUISE RD 132 MST2016-00361 17066 SW JEAN JOUISE RD I'l iTek 133 MST2016-00362 17052 SW JEAN LOUISE RD MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 6-97 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R46734895 thru R46734909 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. �ticko P R°FFss 5 �NGINEL- r� 87022PE �1— N <ckAj, OREGON q� <U� � `"4,1$ER ` r'© OS A. He.'? EXPIRES:06/30/ + 7 March 4,2016 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 Qty Ply POLYGON PL16-97 UPPER F01 Floor 2 1 R46734895 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Mar 04 13:36:52 2016 Page 1 ID:SeV?tdff iIzOX2xysiFDVpzsmUO-StSLRgoRtbwhaiY5ISOuPymDlvazcwXwm6WGETzeFu9 I 1-9-12 I 2-6-0 1 Scale=1:18.2 1.5x3 II 3x4= 1.5x3 II 1 3x4= 1.5x3 II 2 3 4 5 8 e 7 3x4= 3x5= 3x4= 0.1-8 9-8-4 9-6-12 1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 4-6=626/0,2-7=0/300,2-8=557/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. \tiQ's PROF 9,`c ,NGINEF9 /0 2 `c870 2PE r„ Pr N Ny AT OREGON eP � �� � CPp V 0 A. HE EXPIRES:06/30/2017 March 4,2016 _ P WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M147473 rev.10/032015 BEFORE USE 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 this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ■T 'r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the eR.� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T111 Qua8ly Criteria,DS11-89 and SCSI BuBding Component 7777 Greenback Lane Safety Informafion 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 PL16-97 UPPER F02 Floor 12 1 R46734896 Pacific Lumber 8 Truss Co., Beaverton,Oregon - Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Mar 04 13:36:52 2016 Page 1 ID:SeV?tdAl Iz0X2xysi FDVpzsmUO-StS LRgoRtbwhaY51 SOuPym DfvYOcsiwm6 WGETzeFu9 1 0-9-4 1 2-6-0 1 Scale:1/2"=1' 1.5x3 II 4x8= 1.5x3 11 3x4= 1.5x3 II 3x5= 1 2 3 4 1.5x3 II 8 6 7 e Es., a e e 11 10 4x4= 4x8= 9 8k 3x8= 3x5= 1 13-9-4 Plate Offsets(X,Y)— f11:Edge,O-1-81 13-7-12 I LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in loc Udefl Ud TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00 BC 0.26 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 8 8 >9n a 3609 a BCDL 5.0 Code IBC2012/TP12007 (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 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) 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=1028/0,45=1282/0,5-6=-1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=973/0,6-9=0/523,410=-349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��� ° PROFFs ��5 ENGINE - s�o c4., 2,9 cc 870 2PE y cr‘Aj, OREGO cv �o �ti SSA. HE , EXPIRES:06/30/2017 March 4,2016 WARNING-Verify9 design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MITI Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I�kp fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tell QualNy Criteria,051-89 and BCSI Building Component 7777 Greenback Lane Safety Informaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. suite 109 Citrus HeiOhts.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-97_UPPER F03 Floor 22 1 846734897 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Mar 04 13:36:53 2016 Page 1 ID:SeV?tdp iIz0X2xysiFDVpzsmUO-w30keAp3eY3YCs7IsAv7x9JNLJu2LIV3_mFgnvzeFuB 1 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 Y -e 0 9 1s' 10 3x5= 9 8 4x8= 3x8= 3x5= 8 0-'1-8 15-1- 14-11-12 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 MT20 220/195 BCLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:71 lb FT=0%F,50%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- 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(Ib)or less except when shown. TOP CHORD 2-3=1418/0,3-4=-1418/0,4-5=1476/0,5-6=-1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=1086/0,6-9=0/636,2-10=0/709,2-11=995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���E o PR°Fe. co $INE �9 bio 4+4 2 Q 87022PE r / tP y SAT OREGON ti� 4� 9OAMBER \\ �O �`s A. HER�P EXPIRES:06/30/2017 March 4,2016 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI/-7473 rev.10/03/2015 BEFORE USE. ..MI Design valid for use only with/Allele®connectors.This design is based only upon parameters shown,and is for an individual bulding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �B is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the �1T4 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quarry Criteria,051.89 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 PL16-97 UPPER F04 Floor 6 1 846734898 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Mar 04 13:36:53 2016 Page V? 1 p.4_p ID:SetdiYlzoX2xysiFDVpzsmUO-W30keAp3ev3YCs71sAv7x9JNRJvpLJh3 mFgnvzeFuB I 2-6-0 Scale=1:23.2 5x8 = 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x5 = 1.5x3 II 1 2 e 3 4 5 6 7 ei 0 o 0 11 10 a 5x5= 9 B��jj 4x8= 3x6= 3x4= 00--1'8 13-4-0 13-2-8 I Plate Offsets(X,Y)— 111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/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 Inc: YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=581/0-1-8,11=581/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-899/0,3-4=-899/0,4-5=-1219/0,5-6=-1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=-936/0,6-9=0/486,4-10=387/0,2-10=0/855,2-11=670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5"\ NIPNR°FFs` r�0c� R 870 2PE -.7 N cv -7,t%0Aj, OREG N rP <cii �, c�418ER \\ �Q OS A. He'e EXPIRES:06/30/2017 4 March 4,2016 _ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev.10/O32015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiIek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 QuaNy Crfferia,DSII-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 R46734899 PL16-97_UPPER F05 Floor Girder 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Mar 04 13:36:54 2016 Page 1 ID:5eV7tdjYi Iz0X2xysiF DVpzsm UO-OFa6rVpi PC BPg0i UPtRMUNrSOjAg4j OC DQ7N JLzeFu7 1-10-4 I 2-6-0 Scale=1:25.7 3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 ®® e _ e a 0 e c e e D 4x8= 10 9 4x12 = 4x10 = 4x10= I 15-1-4 15-1-4 Plate Offsets(XV)— 11:Edge,0-1-81,18:Edge,0-1-81,111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (ioc) 1/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.10 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.17 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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=1230/0-5-8,8=1264/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=2473/0,3-13=2473/0,3-14=2473/0,4-14=2473/0,4-15=2617/0,15-16=2617/0,5-16=2617/0, 5-17=-2617/0,6-17=-2617/0 BOT CHORD 10-11=0/1465,9-10=0/2841,8-9=0/1808 WEBS 6-8=-2097/0,6-9=0/944,5-9=-306/0,4-9=-262/0,4-10=-429/0,3-10=345/0,2-10=0/1177,2-11=1857/0 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)192 lb down at 2-3-0,192 lb down at 13-2-8,93 lb down at 1-5-7,88 lb down at 3-0-10,88 lb down at 4-7-13,88 lb down at 6-3-0,88 lb down at 7-10-3,88 lb down at 9-5-6,88 lb down at 11-0-9,and 88 lb down at 12-7-12,and 93 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 `tL�EO PROFF. Uniform Loads(plf) Vert:8-11=-8,1-7=-80 �,Co �GINE w Concentrated Loads(Ib) (G Q Vert:6=-88(F)3=-88(F)2=192(F)12=93(F)13=88(F)14=88(F)15=-88(F)16=-88(F)17=-88(F)18=192(F)19=93(F) - $7022PE 2- iv y fi"C>, OREGO rLo X44/ 9On F4&ER \'` �O S A. HECk EXPIRES:06/30/2017 March 4,2016 ...... 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing . IYI■A'T�k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I R. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T111 QuaMy CrNeria,050.89 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 PL16.97 UPPER F06 FLOOR GIRDER R46734900 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Mar 04 13:36:54 2016 Page 1 I D:Se V 7tdjYi I z0X2xy si F D Vpzs m U 0-0Fa6 rVpi P C B P qOi U PtR M U N rYwj R4oi C D Q?N J Lze F u 7 1-10-4 I 2-6-0 Scale=1:25.7 3x4 II 3x5= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 I I 1 2 3 4 5 6 7 0 ‘1 V -0 °/°/°°. - o ° e - › 10 go 3x6 = 3x6= 3x6= 3x6= I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.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=408/0-5-8,8=408/0-5-8 Max Uplift 11=-122(LC 6),8=122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=262/262,2-3=957/163,3-4=-957/164,4-5=1006/150,5-6=1006/150, 6-7=-348/348 BOT CHORD 10-11=-251/634,9-10=144/1068,8-9=229(734 WEBS 6-8=-858/275,6-9=304/615,4-9=-411/388,4-10=-432/373,2-10=-293/674, 2-11=-730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This truss has been designed for a total drag load of 2000 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 plf. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. _co PROF4:0 c. �NGINEF'7 X02 87022Pr r 9f i N 7 -.0j`OR GON q, O4N Or, ,M8ER t" ' A. HER�P EXPIRES:06/30/2017 March 4,2016 __ 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mirk' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the [9f R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1/TP11 Quality Criteria,DSB-89 and SCSI Budding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heinhts CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-97 UPPER F07 Floor 848734901 4 1 Pacific Lumber&Truss Co., Beaverton,Oregon _ -- -- Job Reference(optional) 7.530 s Jul 11 2014 Wel(Industries,Inc.Fri Mar 04 13:36:54 2016 Page 1 I D:SeV?tdjY IzOX2xysiFD Vpzsm UO-0Fa6rVpiPC BPgOi UPtR MU NrYHj Hg4s3CDQ?NJLzeFu7 I x11 4 I 2-6-0 I 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:11.3 i1L 5 �' 3x4= 3x4 = 1 3-8-4 1 3-6-12 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 '•" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:20 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=157/0-4-0,5=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(0.13V'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<-1W) P R OFF`S'S �5 NGINEF44 /o2 Q� 87022PE v1' N �y x)41' GREG•N ti� <U� 90 sMQER -V\ �O OS A. HE��P EXPIRES:06/30/2017 e March 4,2016 16—. f WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI/-7473 rev.10PoJ2015 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.noi a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing l/ is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Mitek` fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 Quaily Criteria,D51.89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sale 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46734902 PL16-97_UPPER Fob Floor 14 1 Job Reference(optional) Pacific Lumber&Truss Co.,A Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Mar 04 13:36:55 2016 Page 1 ID:SeV?tdjYilzOX2xysiFDVpzsmUO-tS7U3mKAWJGSAHgzbybl a0iV6eEpJAM54kxmzeFu6 I 2-6-0 I 0-11-12 1 1 0-6-12 4141= 1 1.5x3 II 2 3x4= 3 3x4 II 4 Scale=1:71.2 • ed Z / i T — 7 S 5 1.5x3 II 3x4= 4x6 = 34 -10 3-7-4 Q--e2I 00 -48 I 374 0 0-1-8 Plate Offsets(X,Y)- 14:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TOLL 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=-8,1-4=80 '<('Q,E© P R°Fe. Concentrated Loads(Ib) Vert:4=125(F) Co �NGINEF6) W* & 12PE X41/ 91' r y(c% n�'0),, T OREGO ti„4/9O ��BER ‘ Ot2 A. HER�P EXPIRES:06/30/2017 March 4,2016 4 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with Welt®connectors.This design is based only upon parameters shown,and is for on individual bulding component,not a truss system.Before use,the building designermust verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing e1. M'T " - -' -' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYI 1 fM1. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPD QuaBBy Canna,DSB-89 and ICS!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 _ ITruss Truss Type Qty Ply POLYGON PL16-97 UPPER F09 Floor 15 1 846734903 Pacific Lumber&Truss Co., Beaverton,Oregon - Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Mar 04 13:36:55 2016 Page 1 ID:5eV7td/YiIzOX2xysiFDVpzsmUO-tS7U3rgKA WJGSAHgzbybl a0ia6eVpJ5MS4kxmzeFu6 I 2-6-0 1 0-5-12 1 1 0-6-12 dr41= 11.5x3 II 2 4x4= 3 3x4 II 4 Scale=1:11.3 • o K 7 S5 1.5x3 II 3x4= 4x6= I 3-1-4 3-4-4 3-1-4i4 I 0-8-4 I Plate Offsets(X,Y)— f4:0-1-8,Edael 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied 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(Of) Vert:5-7=-8,1-4=-80 Concentrated Loads(Ib) S° PRQp� Vert:4=125(F) �Nca`( GINEF9�jo t4, 2 87022PE r / N CV Av -y SAT OREGO ryo <U 9�, c�jLjSER �� �O �`.3 A. HE041'' EXPIRES:06/30/2017 4 March 4,2016 ma— ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M147473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual binding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing a�}T is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IMF)le�� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DS11-69 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 1 Job Truss Truss Type Qty Ply POLYGON PL16-97_UPPER F10 Floor 6 1 848734904 Job Reference(optional') Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Mar 04 13:36:55 2016 Page 1 ID:SeV?tdjYilz0X2xysiFDVpzsmUO-tS7U3rgKAWJGSAHgzbybl a0j?6eNpJBMS4kxmzeFu6 I 0-5-4 I 2-6-0 I 1 1.5x3 II 2 4x4= 31.5x3 II Scale=1:11.3 J 'i / 5 4x4= 3x4= 1- 3-2-4 1- 3-0-12 I Plate Offsets(X,Y)- (5:Edge,0-1-8I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid 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/TP12007 (Matrix) Weight:18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=135/0-4-0,5=135/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. <<- 0 PROF �5 NGINEF'Q wO 14r 9 870 2PE u2, cv 7 ,0j`OREGO ti O4i C' M8ER \\ OS A. HEC EXPIRES:06/30/2017 March 4,2016 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03201S 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 e a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overal building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire irek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the S 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualty Criteria,D56-89 and 6C$1 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Clens Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46734905 PL16-97_UPPER F11 Floor 33 1 Job Reference(ootiona) Pacific Lumber 8 Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Mar 04 13:36:56 2016 Page 1 ID:5eV?tdjYtIz0X2xysiFD VpzsmUO-LehsGBryx6R73KstXITgZoxubWwgYhSVgkUUNEzeFu5 I 1114 I 2-6-0 Scale=1:26.0 1.5x3 I I 4x6= 1.5x3 II 3x4 = 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 L7 e e • 0 8 _ e �y -11 10 9 BYE 3x5= 4x8= 3x8= 3x5= 0-1I118 14-11-4 I 0-1-8 14-9-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr 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(Ib)or less except when shown. TOP CHORD 2-3=-1369/0,3-4=-1369/0,4-5=1452/0,5-6=-1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=1072/0,6-9=0/622,2-10=0/725,2-11=-945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���t_D PR R()Fess <6...� ��GjNEF-7 /o2 ,..._444 � 870 2PE -9 y 1%/,, OREGO ti Q,N 9O �M8ER \1 On a. He?, EXPIRES:06/30/2017 March 4,2016 / .. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MO-7173 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicabilty of design parameters and properly incorporate thB design into the overall building design. Bracing indicated b to prevent buckling of individual truss web and/or chordrnembers only.Additional temporary and permanent bracing Miele ; is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the [" f fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qualify Criteria,051-89 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 R46734906 PL16-97_UPPER F12 Floor 24 1 Job Reference(optional) Pacific Lumber&Truss Co. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Mar 04 13:36:56 2016 Page 1 ID:5eV?tdjYi IzOX2xysi FDVpzsm UO-LehsGBryxgR73KstXlTgzoxukwyUYia VgkU UN EzeFu5 1 0-10-0 I I 2-6-0 I Scale=1:19.7 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 4x4= 2 3 4 5 6 • • a o I o 2 - \.-- K e 1 • 9 6 7 4x5= 3x5= 1.5x3 II 3x4 = 1 11-4-0 I 11-4-0 Plate Offsets(X,Y)— f1: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) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr 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. ���Eo PR°EPSs ,mac 0NGINE'FR /02 2,cf 87022PE /-4.--1— (r) y �Aj, OREGO qo 4N 9O EMBER �\ �O �S A. HO"' EXPIRES:06/30/2017 March 4,2016 $ MAO 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 M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Mill. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building-design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing--. M�Tek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 3Y1 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quail),Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46734907 PL16-97 UPPER F13 FLOOR GIRDER 3 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Mar 04 13:36:56 2016 Page 1 ID:SeV?tdjYIz0X2xysiFDVpzsmUO-LehsGBryxgR73KstXITgzoxuxVVtGYZMVgkUU NEzeFu5 1 1-2-12 1 1-100 I I 1-8-8 Scale=1:25.4 3x4 II 6x12= 3x4 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 4x8= 3x4 II 1 2 3 4 5 6 7 8 9 ®� T e JJ I ® o o NI' iN / ..INN, ab o ac e 13 12 11 5x8 = 6x16 = 3x5= 4x10= 4x6= 1 1411-4 1 14-11-4 Plate Offsets(X,YI— I1:Edge,0-1-81,110:Edae,0-1-81,114: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 0.16 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 Ina 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2457/0,3-4=-2458/0,4-5=2473/0,5-6=-2473/0,6-7=1673/0,7-8=-1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=1222/0,8-11=0/920,6-11=638/0,6-12=0/393,3-13=967/0,2-13=0/1745,2-14=-1646/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-14=8,1-9=--80 Concentrated Lo (Ib) <(-��� PR�>CF Vert:3ss =825(F) 82 c;:3 �\AGINEFq Wo 870 2PE ,ki 9r y �Aj, OREGON cyo <U� 9FM �O On QER \' A. Hs?, EXPIRES:06/30/2017 March 4,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. WHIM t 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 properly incorporate tins 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 iYi f iTeI - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the R. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-89 and ICSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-97_UPPER F14 FLOOR GIRDER 846734908 3 1 Pacific Lumber&Truss Co., Beaverton,Oregon ---- Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Mar 04 13:36:57 2016 Page 1 ID:5eWtdjYilz0X2xysiFDVpzsmUO-pgFEUXsah7Z hTR35?_36?TOUwEtH6W0DlwgzeFu4 I 1-8.4 I 2-6-0 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 o a Alli I, e 0 Y\° e . ° e 10 9 4x6= 4x10= 4x8= 4x6= I 14-11-4 14-11-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,f8:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=868/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=1756/0,13-14=1756/0,3-14=1756/0,3-15=1756/0,4-15=1756/0,4-16=1867/0,5-16=1867/0, 5-17=1867/0,6-17=1867/0 BOT CHORD 10-11=0/919,9-10=0/2040,8-9=0/1245 WEBS 6-8=-1444/0,6-9=0/725,4-10=331/0,3-10=308/0,2-10=0/978,2-11=-1206/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,95 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,89 lb down at 8-8-8,and 89 lb down at 10-3-11,and 89 lb down at 11-10-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:8-11=-5,1-7=-50 �� p PROpp. Concentrated Loads(Ib) s 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..,Co NGINEFR /p2 `r 870 2PE 9 • -7 N�'oj, OREGO ,-1,c.Q4/ 1!,O �MSER '‘.\ N .\ Or, HE ?' EXPIRES:06/30/2017 March 4,2016 1.. e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. 11 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated u to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ``//T is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IY1�1e * fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qualty 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 Heinhls,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-97_UPPER F15 Floor 3 1 846734909 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Mar 04 13:36:57 2016 Page 1 ID:5eV7tdjYilz0X2xysiFDVpzsmUO-pgFEUXsah7Z_hTR35?3671-3UwHCHBrtv0D1wgzeFu4 1-5-12 I 2-6-0 I Scale=1:17.6 1.5x3 II 1 3x4= 1.5x3 II 3x4= 1.5x3 II 2 3 4 5 —700•0„ 8 7 3x5= 3x4= 3x4= 1 0-1 9 9-22-1-1 2 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 46 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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. ���k PRQpe �c �NGINEFR % 2 r-Q 8 • 2PE i fNLy �••$, OREGO (PAL ,P00F11aER -0�N''. HE� P EXPIRES:06/30/2017 4 March 4,2016 _ I WARNING-Veritydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual buss web and/or chord members only.Additional temporary and permanent bracing R T is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Mt Re - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13j4 Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury rant Dimensions are in ft-in-sixteenths. Ilik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS MIIIMEBEEMIlis0'1/16" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I �� Q p bracing should be considered. 1.11Ap O Al 5 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c's cs C5-6 designer,erection supervisor,property owner and plates 0 'nt' 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 ty ,size,orientation and location dimensions indicatedpeare 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 e Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ff.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. %es- 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but16.Do not cut or alter truss member or plate without prior ©2012 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. 11 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(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. m iTe 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.10/03/2015 r CONFORMS TO DESIGN CONCEPT ❑X CONFORMS TO DESIGN CONCEPT Ill CONFORMS TO DESIGN CONCEPT WITH ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN REVISIONS NOTED ❑ NON-CONFORMING-REVISE AND RESUBMIT 0 NON-CONFORMING-REVISE&RESUBMIT g THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THISSHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN '�+ FABRICATOR/VENDOR OF RESPONSIBILITY'FOR CONFORMANCE WITH THE g XI LL OESiGH DRAWINGS.0.N0 SPECIFICATIONS ALL Of WHICH FAi�E PRIORITY DRAWINGS, f H41FIC,4TIONS,AND AF'P(It AH!�-(GOES All OF WHICH HAVE CL OVER THIS SHOP DRAWING. PRIORITY OVER THIS SHOP DRAWING. By David R Burnett Date 4/21/16 C, CT Solomon Dot?: Nruz0,20Is ENGINEERINGINCMILBRANDT ARCHITECTS V. 84'-2' n 12-7 1/2' 15.61/2' p4r, 8'3' 8-1' 8-1' 4 8'-3' -0' 8-1' 1 8'3' -0' 16-51/Y3.-71/21a 23112! „'a,/2 I cs „',2112 tfl 11E21 111111P11 ` n -711111,10y I �rRIAA t llL,.' \_f"TI 0 1=i�1� - 7 �, M+���F• - Il�� iTc 'F. �il�ri NOMI m , i ,l I P112 l' `I`'-1� § o,.; ��zT7 .\__.._ ■ ' I . �ilk lm _ O=In= O . 1 LL ;jjiii ; ,•Elfq: .....ii. i• 1 1 1 _ N-rt•-*"..,, • —' iIII■it ►f 15 m v 4 Q 4 c P �' , ICS e 8 IR : ' rV c F 11 IN1911k6 1111 A 411--11.F.Ilik . '.'.',' Iri.N. o i11 81 �� ////.//. .c 11 Wri70 Vir—_.,.M. ALg7E2S1111 i///,r /.9: !I 1 1��c'� 0 0 0 026 0 ti. / o\\►A of - . iti�'I .�� orwal Gf�% ►— _.� �i.:',�.:a ;. .a:.,->'w.. -,. ���+: -l['� 12:12 `w" 2 �— row I��I _.ri _ e...i r..,„ .--------,77-. _ _ F- xw�wu �C4iY� + A4 12:12 l v Al i c 1T-1' I 1T-1• m ,e-11,11 I I ,e-11,11 o g T-1' I 10'-0' 9'$' 4'-0' 4'-0' 9 8' 4'-0' 93' 10'-0' T•1' 1 en CO c¢o 3 c4 °I N � i W V a r-- O U O I W — m X F- a r J r' c. X11 z lL m Z Its in o> co O 2 2 ¢� c (' f/2 (/) U M vi a} �J Jo� cp k J c,C9 0 cc ' 13 aW Wa _ o @ m g O. 0 NM r mile MiTeks) MiTek USA,Inc. 250 Klug Circle Corona,CA. 92880 (951)245-9525 Re: English Revival River Terrace 5 Plex 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: K1786153 thru K1786200 My license renewal date for the State of Oregon is December 31, 2017. Lumber design values are in accordance with ANSI/TPI 1 Section 6.3. These truss designs rely on lumber values established by others. poi DP R Opt, eco NAGlNE*4. spm `' TOPE r 47 . 4 r c4EGON 2® e ,c'" 2 R L' �,.FYPIPES . iily .40 David Baxti~*' 4/20/2016 c 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 ANS1/TPI 1. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" 2OND. 2: Design checked for net(-7 psf) upliftc spacing. at 24 "o TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1aBTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Sable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP NI-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompvtTxus gable end detail for complete specifications. 5-00 5-00 T T 1' 12 IIM-4x4 12 12.00 V 3 N 12.00 AL a 1AIiIiIh , o__________________________ I o . 1 0 M-3x4 M-3x4 y 1-00 10-00 y 1-00 y .' Pf pF�ss cr' , *G1 N C,T /0 89200PE <" JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - Altea+ Scale: 0.9072 y' �•, `_ WARNINGS: GENERAL NOTES, unless otherwise noted. Ct.. Truss: A 1 1.Bander and erection contractor Mould be advised of al General Notes I.This design Is based only upon the parameters Mown end A for an individual '' OREGON * Ly)e and Warnings before construction commences. building component applkebiNy of design parameters and proper ix v 2.2a4 compression web bracing must be Installed where shown+, incorporation of component la the responsibility oras building designer. /� y 0n 3.Additional temporary bracing to insure stability during construction 2 25.0.Desigassumes the top end bottom sae be to be laterally breptl et fQ l 4 2,v �"!". Is the responsibility of the erector.Additional permanent bracingof T o.s end et id o c.reepadNaty unless braced throughout their length by DATE: 3/7/2016 as overall structure la the responstbNly of the building designer. continuous sheathing such as plywood sheathing(TC)and/or dr/wel(BC). '411:i R R S 1 4.Na bed should be applied a any3.2a Impact bridging or lateral bracing required where sham•+ l'� `1.. SEQ.: K 17 8 615 3 pW component until after al bracing and 4.Installation of wase the responsibility of respecthre contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK des gra sada be applied to any component. and are fordo condlian"of use. 5.CompuTma has no control over and wanes no responsibility for the 6.Design assumes est bearing et all supports Mown.Shim or wedge If EXPIRES: 12/31/2017 ebticayon,handling,shipment end Installation of components. neeeessry, 7. drainage 6.This design a fumiehed subject to the limitations set forth by S.P essshall be Inaaassumesdteduate on both lacesls of wss,ed.and placed so their center March 7,2016 TP WOTCA in SCSI,copies of which WI be furnished upon request. Ines coincide with joint center linea. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits Indoete size o/plate In inches. to.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 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-124) 543 3- 9=(-236) 225 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 WEBS: 2x4 KDDF STAND 3- 4=(-633) 240 8-10=( 0) 5 9- 4=(-226) 496 LOADING 4- 5=(-697) 255 10- 6=( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-857) 179 9- 5=(-282) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -40) 130 TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS' REACTIONS 3/ACT I36H 5I5E 1E ( 625) 0'- 0.0" -123/ 897V -223/ 236H 5.50" 1.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (won). BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. o OND. 2: Design checked for net(-7 psf) uplift at 24 " c spacing. 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 LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.539" 7-11-02 9-01-14 MAX BC PANEL TL DEFL = -0.105" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 1' 1' 1' 1' 1' MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12 12 M-4x6 12.00 V N12.00 Design conforms to main windforce-resisting q,Q" system and components and cladding criteria. M-3x5 .. M-3x5 Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, F \ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x9 M-1.5x4 End vertical(s) are exposed to wind, Truss designed for wind loads M-3x5 in the plane of the truss only. M-1.5x3 M-3x5 11 11110 M-3x4 M-3X5 3� Truss designed for 4x2 outloo kers. 2x9 let-ins of the same size and grade as structural top ' %t chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are M-1.5x9 permissible at inlet board areas only. ol o M-3x5,I',I ,',� y o M-3x4 9e1sit�- J. , 0 M-1. 5x3 M-3x4 M-3x4 *6 t 0 M-5x8 7-11-02 4-03-09 4-10-05 J• 1-0 y 7-07 J•y 9-06 ), ��9 0 PR1" 7-09-06 0-02-06 9-03-10 co �NGIN,!~�c' i,, l 1 6' 17-01 89200PE r' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - B1 Sale: 0.2074 - WARNINGS: GENERAL NOTES, unlese otherwise noted' li OREGON Cr 1.Builder and erection contractor Mould be advhed of al General Notes 1.This design b based only upon the parameters Mov0 and N for an Individual OREG v Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters end proper ,,,QQQ spy 2 .' • 2.2x4 compression web bredng mug be installed where shown e. incorporation of component M the roapansibpdy of the building da.lpner. LIQ F �A. \7 V 3.Additional temporary bracing to insure eteblley during conarnctiun 2 Design assumes me top end bottom chords to be laterally bead at 1J Y la the reeponsibSty of the erector.Additional permanent bracing of T continuous and at 10 hin.respectively ply woods braced(TC)and/or their ell(B). E i'� 2 o.o.a d s 12 o.cg such ti ply trod sbraced t roubott drywalgth b {` DATE: 3/7/2016 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requked there Moven 5 5 4.Na bad should be applied to tinycomponent until after all bracing and 4.Installation of Was is the responsibility of the respective contractor. SEQ.: K 17 8 615 4 fadeners are complete and at no dme should any load"greeter than 5.Design assumes bustee are to a used In a noncorrosive environment, TRANS I D• LINK design baa be applied to any component. and are for"dry condition.of use. )!ry1(}p 5.CompuTrua lase a antral over and aswmes no responsibility for the e.Design assumes NI bearing at all supports shown.Shim or wedge If EXPIRES: 12131/2017 fabriatinn,handling,aldpment and Installation of components. 7.Design mwmassumes adequate drainage is provided. March 7,2016 6.Ibis design h furnished misled to the limitations set forth by B.Plates shall be located on both face.of tens,end placed so their anter TPINWCA In SCSI.copies of v911ch will be furnished upon request. oinawiththni center fines. g mem We oInthee. MITek USA,Inc./CompuTruS Software 7.6.7(1L)-E 10.For basic connector plate design values see ENR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 3=( 0) 84 2- 8=(-129) 543 3- 9=(-236) 225 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-e11) 223 7- 8=( 0) 0 8- 9=( 0) 65 ST WEBS: 2x9 KDDF STAND 3- 9=(-633) 240 8-10=( 0) 5 9- 4=(-226) 996 LOADING 4- 5=(-647) 255 10- 6=( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-857) 179 9- 5=(-2B2) 207 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -40) 130 TOTAL LOAD = 45.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL O0'- 0.0" -123/ 897V -223/ 23H 5.50" 1.43 KDDF ( 625) 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED.FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. 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" 7-11-02 9-01-14 MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.539" T 1' 1' MAX BC PANEL TL DEFL = -0.105" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 f ,r MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 12 12 MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" M-9x6 • 12.00 7 N 12.00 4.0" Design conforms to main windforce-resisting 4 47( system and components and cladding criteria. 4 Wind: 190 mph, h=24.9ft, 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-1.5x3 11111 3 M-3x9 O 011i i Io M-3x4 0 9�_ 8 10 *x6 M-1.5x3 M-3x4 M-3x4 1 0 M-5x8 1 l ) ) 7-11-02 4-03-09 4-10-05 1 ) ) ) 1-00 7-07 9-06 t1 )' 7-09-06 0-02y 06 9-03-10 ,S.)4\<<,.‘ ��,s4, l -' © y I 17-01 `C- ,,�:9200PE �r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - B2 �,/''"'� Scale: 0.2079 ra .Bald.WARNINGS: O.This NOTES, unless u on the parameters e rmed 7, .6 OREGON ~ �'41111111P ' 4/ Truss: B 2 7.end arm Broden nonets ren eo be advisstl of al Gene al Notes This:ng old a baud onty upon the &gra Moven end a for an individual V and Warnings before conxrudbn commence. building component.Appllubllity of design parameters and proper 2.2r4 wmprossion web brining coup be Installed where Mown 0. Incorporet:on of component Is the reeponetbil ty of the building designer. -/Q "1) 14 2. ` 4 3.Additional temporary bracing to Insure stability during construction 2.Design ed et l O the top and bottom chorda to be laterally bend at V Is the esponsiblEy of the erector.Additional permanent bracing ofconti7 o.a and et Id o c.rsapectivety unless braced throughout melt length by I 1 DATE: 3/7/2016 the overall etructure Is the responsibility of the building designer. 3.2<Impact ed brauous g:g orng later es ptywgre bracing rd,ed et where shown own•• drywaA(BC). `R R.f 1^+� 4.No bed should be applied to ens component until after all bracing end 4.Installation of true.e M responsibility of the respective contractor. SEQ.: K1786155 feaeneeare com complete otimeshould. Pe try loads greater then 5.Design assumes oetrusses ae toes ussdIna nantonosNa environment,TRANS ID: LINK deagn rads be applied to any component. and are for condition.of as. 5.CompuTne Ma no control over and assumes no eepons:billty for the 8.Design assumes NA bearing et Cl supports shown.Shim or cadge If EXPIRES: 12/31/2017 fabrication,hendling,shipment and Installsstion of componentnecessary. 7. drainage Is provid. e.this design Is furnished subject to the limitations set forth by 8.Plaesnshall be ewassumesdt duonaboth fade of trues and pieced so their center March 7,2016 TPW.'TCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center Mee. 9.Digits Indicate size of pee In Inches. MiTek USA,inc./CompuTrue Software 7.6.7(1 L)-E 10.For basic wnrector pets design values see ESR-1311,EMI 988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 18-11-08 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5378) 876 1- 8=(-590) 3520 8- 2=( -278) 1936 5-13=(-2100) 358 2- 3=(-3860) 730 8-11=(-588) 3500 2-11=(-1258) 312 13- 6=( -708) 4420 BC: 2x4 KDDF #16BTR WEBS: 2x9 KDDF #16 BT R; LOADING 3- 9=(-3890) 734 9-10=( 0) 0 10-11=( -90) 628 19- 6=( -212) 135 4 2x6 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5312) 914 10-12=( -2) 24 11- 3=( -964) 5090 6-15=(-5598) 918 TC UNIF LL(. 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 18'- 11.5" V 5- 6=(-5780) 968 12-13=(-944) 6014 11- 4=(-1808) 424 15- 7=( -58) 22 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 18'- 11.5" V 6- 7=( -44) 54 13-14=(-440) 2882 11-12=( -386) 2242 BC LATERAL SUPPORT <= 12"OC. UON. 12- 5=(-2992) 528 ADDL: BC CONC LL+DL= 547.0 LBS @ 17'- 1.0" J ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA am' Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -812/ 4978V -203/ 252H 5.50" 7.96 KDDF ( 625) nails staggered: 18'- 11.5" -873/ 5344V 0/ OH 5.50" 8.55 RODE ( 625) ` ( 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP /yvy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs. k:ND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 7-11-02 6-07 4-05-06 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 T ,r ' 1' MAX LL DEFL = -0.064" @ 11'- 3.5" Allowed = 0.601" 4-03-01 3-08-01 3-02-10 3-04-06 2-06-14 1-10-08 MAX TL CREEP DEFL = -0.146" @ 11'- 3.5" Allowed = 0.902" f f f f f f MAX HORSE. LL DEFL - 0.016" @ 18'- 8.0" 12 12 M-4x6 MAX HORIZ. TL DEFL = 0.029" @ 18'- 8.0" 12.00 V N 12.00 3 4.0" Design conforms to main windforce-resisting system and components and cladding criteria. ***HANGER TO APPLY CONC. °I LOAD(S)EQUALLY TO ALL MEMBERS. n Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3x5 Truss designed for wind loads in the plane of the truss only. M-3x5 2 ': �r „,.., mAimmis M-5x6 M-1.5x3 M-4x10 6 7 -, M-5x10 `� ■ N e�� �Y��l� ^I\ o 0 1 8 11 1 M-3x6 10 aw�r,.. m o cd I -/ 910 12 13 14 15 '� M-1.5x3 M-4x10 M-4x6 M-3x8 M-7x8 M-4x6 l y l l l ****5478 , 4-01-05 3-09-13 3-04-06 3-06-02 2-03-06 1-10-08 l l 7-07 l 11-04-08 y X90 POFS. y 7-09-06 0-02-06 11-02-02 y tAGINE�• y 'S/© .. l 1s-u-oa :920-OPE �<' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - BGIRD Scale: 0.2138 f ..... WARNINGS: GENERAL NOTES, unless othervdse noted - .ayL OREGON waft 1.Bader end erection canbador should be advised of aft General Notes 1.This design is based only upon the parameters shown and Is for an Individual ,7y O 4✓ Truss: BGIRD and Warnings before oonarndton commences. but ing component.Applicability of design parameters and proper n s 2Io4compressionwebier.dnom9.tbeln.teBsdwnereehawn.. A. mdorporationofcomponemisthe reaponslbettyofthe building designer. '�,O 4)f 14 P T 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom chorda to be laterally bread et [� Is the responsibility of the:Nestor.Additional permanent bracing of 2'o0nuu and sheathing such as plywood sheathing(TC)and/or drywati(0'o.c.respectively unless braced throughout their BC).h by R R 11..E DATE: 3/7/2016 the overall structure is the respon.Ibety of the building designer. 3.Is impact bridging or lateral bracing required where shown++ 4.No had should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective conkedor. SEQ.: K 17 8 615 6 fasteners are complete end at no time should any beds greater then 5.Design assumes trusses are h bs used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component, and are for"dry condition•of use. 6.Design resumes full bearing at all apports shown.Shim or wedge if EXPIRES: 12/31/2017 5.Compoleie has no control over and assumes no responsibility for the necessary. Q fabrication,handling.shipment end installation of components. 7.Design assumes adequate drelnege is provided. March I.,1 7,20 1 V B.This design is furnished subject to the limitations set forth by 8.Rates:hall be located on both faces of buss,and plead so their center TRbWfCA in BCSI,copies of which will be furnished upon request. Anes coincide with point anter lines. 9.Digits Indicate size of plate In Inches. MRek USA,Ino./CompuTrus Software 7.6.7(10-E til.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) BC: 2x8 KDDF #1&BTR 1-2=(-126) 112 1-9=(-43) 48 2-4=(-149) 145 SPACED 24.0" O.C. 2-3=( -16) B WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"00. DON. BEARING MAX VERT MAX BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -57/ 475V -45/ 87H 5.50" 0.76 KDDF ( 625) ** For hanger specs. - See approved plans 3'- 6.0" -109/ 557V 0/ OH 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ADDL: BC CONC LL+DL= 717.0 LBS @ 2'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: net(-7 Design checked for REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g (- psf) uplift at 24 "oc spacing. SINGLE MEMBER AS SHOWN. HANGERS ATTACHED TO BOTTOM CHORD BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TLLADEFL DEFLECT/ON 9"I@ITSi /3 ,'- HANGERS AllowedTL=L/290 = 0.186" WILL HAVE 1.5"MAX.NAIL PENETRATION. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.018" @ 1'- 11.2" Allowed = 0.199" MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" 3-02-04 0-03-12 T T T 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 190 mph, h=20.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 3 -/ End vertical(s) are exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. /0 1 N O cs 0 M o m Ia7 0 1►/IMAJI CD M-3x4 M-3x8 1 +717# i' y 3-02-04 0-03-12 l y 3-06 c.ki 't' 89200PE r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - CGIRD Scale: 0.5225 WARNINGS. GENERAL NOTES, unbsedherwbe noted. /}. Truss: CGIRD 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown end h for an individual )' ©REG©AA fF�'4. and'Warnings beton construction commences. building component.Applicability of deelgn parameters and proper 7G." l�v�AYY ,4/ 7 7x4 compression web bracing made be installed where shown+, mcorporotlon of component h the responsibility of the building designer. ,Q t' F}�♦ 3.Additional temporary bracing to Insure stability during construction 2.Design assume/Ohs top and bottom Words to its laterally brocetl at �� +F y�1 �v` "�.. Is the nsponsihNly of me erector.Additional permanent bracing of 7 o.c.and at id o.c.respectively anises braced throughout malt length by 1 Y DATE: 3/7/2016 the overall structure Is the responsibility of the building designer. 2,Imp continuous sheathing r such as aplywooddng re uired where s own.tlryvn8(BC). � R.N.' � 4.No bad should be a etl to any3.7x Impact bat tae or latresponsibility bndng required where shown++ SEQ.: K 17 8 615 7pp component until eller all bndng and 4.Installation of truss Is Name responsibility of the respectNe contractor. fasteners are complete and Cl no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for^dry condition"ofuse. 5.Command has no control over and assumes no responsibility for the 8.Design assumes NA bearing et ail supports Mown.Shim or wedge if EXPIRES: P)R 1 01 fabrication,handling,shipment and Installation of components. neeesaery, {., .I is fumishad subject to me Ilmitatbns set forth by 8.Design assumes adequate drainage is provided. Marc1 7,2 16 5.This design TPI m SCSI.copies of witch all be tomlehad S.plates shall be totted on born feces of truss,and placed so their center upon request. tine coincideswith joint anter Innes. MITek USA Inc./CompuTrus Software 7.6.7(1L}E B.Digits indicate she of plate In ruches. 10.For basic connector plate design values see EBR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER 4PRIIFICATIONS TRUSS SPAN 21'- 2.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 RIDE' #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 RODE #16BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=29.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-HDL( 10.0) ON TOP CORD = 35.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF duration load factor=l.6, TOTAL LOAD = 45.0 PIP End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. ** 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. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP :A-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-07-11 9-06-05 T .r ' 21-02 I1 12 12 CIM-4x4 9.00 17 2 Q 9.00 0 O ''I * N —_lam - f 4 5 ' J' l l Y .R1c O P R OF4.., 1-00 6-11-08 14-02-08 ,IfVEFR cS'�©�444 9 l y \ 21-02 89200PE r - ,,O;r:40111! ;;;- "...-----it-JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX — D1 Scale: 0.2473 1, 1"101; WARNINGS: GENERAL NOTES, unless otherwlea noted: OREGON '.. 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual ' +y.• Truss: Dl and Warnings before construction commences building component.Applicability of design parameters end proper 4" ,*7 Ay 2.2a4 compression web bracing must be installed where shown*. incorporation of component N the responsibility of the building designer. 'Q '7€ .14 °t(��ry, 3.Additional temporary bracing to Insure stability during censtrudlon 2 2 o.c.assumeset it the lop and bottom unless to d throughout ty braced en v la the responsibility of the erector.Additional rmanent bracing of 7 ate.entl sea o n.res es ply woods braced(TC)an/their length by T1fil i ILA- i e'' Pe continuous sheathing such as plywood sheathing(TC)and/or tlrywaA(SC). !l Y DATE: 3/7/2 016 the overall structure is the responsibility or the building designer. 3.25 Impact bridging or lateral bracing required where shown a S E K 17 8 615 8 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q• fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses ere to be used b a noncorrosive environment, design ostia be applied to any component. 6and are for"dry condttbn"of use. rj.f/ry .A TRANS ID: LINK .Design assumes full bearing at all supports shown.Shim or wedge i1 EXPIRES: 12/3{/201 7 5.CompuTrus has no control over end assumes no responsibility for necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. March 7,2016 5.This design is furnished staged to the limitation set forth by &Plates shag be located on both feces of sass,and paced so their center TPWJICA in SCSI,copies of WW1 will be furnished upon request. g Idem o ince a sin e with of pots In ilisint center ines. MITek USA,Ino./CompuTrue Software 7.6.7(1L)-E 10.For basic connector pate design values we ESR-1311,ESR-Inti(MITsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=(-234) 241 8- 2=(-1081) 241 4-12=(-465) 219 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -928) 191 9-11=( -2) 10 2- 9=( -106) 715 12- 5=(-212) 581 WEBS. 2x4 KDDF STAND 3- 4=(-1113) 261 10-12=(-178) 878 9- 3=( -463) 164 12- 6=(-253) 166 LOADING 4- 5=( -813) 270 12-13=(-123) 687 9-10=( -185) 789 6-13=(-152) 141 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -814) 294 13-14=( -26) 45 3-10=( -43) 212 13- 7=(-107) 699 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -931) 207 11-10=) 0) 51 7-14=(-910) 223 TOTAL LOAD = 45.0 PSF 10- 9=( -26) 232 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:2-9,6-7,13 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 1111V -243/ 256H 5.50" 1.78 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 2.0" -148/ 952V 0/ OH 5.50" 1.52 KDDF ( 625) .. For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "ow spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" 11-07-11 9-06-05 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f f f MAX LL DEFL = 0.025" @ 6'- 9.8" Allowed= 0.675" 3-08 3-03-08 4-08-03 4-04-09 5-01-12 MAX TL CREEP DEFL = -0.052" @ 6'- 9.8" Allowed = 1.012" MAX HORIZ. LL DEFL = -0.012" @ 21'- 0.2" 12 12 9.00 IM-4x4 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" 9.00 4.0" 5 ,f-,( Design conforms to main windforce-resisting NM system and components and cladding criteria. Wind: 190 mph, h=29.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Di r), load duration factor=l.6, End vertical(s) axe exposed to wind, Truss designed for wind loads 4 11111111111111111 in the plane of the truss only. 3 r 0 ti I 2 � f ` ...,______,..„____ t......i.,00. 0 , oI F.1���1,0 0 12 13 . 19 _,, o N.,_,.. M-3x8 M-1.5x3 8 9 M-9x8 ''i M-1.5x3 M-3x8 M-1.5x3 l 1' ), y y y 3-06-04 3-03-08 4-09-15 4-08-01 4-10-04 >L yy E9 .<<, 061-0 6-11-08 14-02-08 5 % , O'21 02 Ci �89200PEr JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - D2 • Scale: 0.2134 r , WARNINGS' IiENEfUL NOTES, untew ctrw helae rwtetl 0 " 114400 tr Truss: D2 1.Bulkier and erection contractor ahold be advised of al General Notes 1.This design I.based only upon the parameters shown and I.for an individual "!7+ 0` •N 0, rte, and Warnings before construction commence.. building component Applicability of design parameters and proper f. 2.2,4 compression web bredng moat be Installed where shovel iii, incorporation of component is the reapansibgity of the building designer. ttpv � 3.Additional temporary bracing b Insure stability during construction Z Design assumes ms lop dna bottom chores to be laterally braced at ....'70 _i 14 V Is IM respunsiNgly o!the erector.Additional permanent bracing of 2'os.and at ie s.c.respectively untass becetl throughout Meir length by [], DATE: 3/7/2016 the overall ebudure k the re elbq continuous sheathing or auch l bracing rea plywood aired here s own*tlrywaN(BC). ���� �J spore ray n the building designer. 4.In Impact bridging truss lateral pe d bl required the where shown t a SEQ.: K 17 8 615 9 4.No load snouts be applied m am component amu.nor all bracing and 4.Installation of is me responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-conosoe enwmnmenl, TRANS I D: LINK design load.be applied to any component, and are for"dry condition.of use. 5.CompuTrue has no control over and assumes no responsibility for the S Design assumes Nil bearing at ail supports shown.Shim or wedge if EXPIRES: '12/ 112017 fabrication,handling,shipment and Installation of components, necessary. l., 7.Design patesswumeseted en drainage is Resided. March 7,216 8.Thio design le famished subject b thes limitationsMie set torah by 8.Plates shall be located jean on both lacca of truss,and placed so their center TPVNRCA in SCSI,copies of which wig be furnished upon request. lines coincide with joint center lines. MiTek USA Inc./CempuTrus Software 7.6.7(1L)-E 9.Digit•Instate azo of plea m Inches. 10.For basic connector plate design values see ESR-1311.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -859) 175 7- 8=(-221) 231 7- 1=(-913) 202 3-11=(-442) 213 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1070) 260 8-10=( -2) 9 1- 8=(-105) 690 11- 4=(-211) 566 3- 4=( -796) 270 9-11=(-169) 848 8- 2=(-479) 164 11- 5=(-256) 166 WEBS: 2x4 KDDF STAND LOADING 4- 5=( -799) 291 10-12=( 0) 0 8- 9=(-174) 745 5-13=(-148) 141 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -919) 204 11-13=(-121) 677 2- 9=( -45) 210 13- 6=(-105) 688 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 13-14=( -26) 45 10- 9=( 0) 53 6-14=(-899) 221 TOTAL LOAD = 45.0 PSF 9- 3=( -18) 206 M-3x4 where shown; Jts:1-3,5-6,13 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '• For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 941V -239/ 241H 5.50" 1.51 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 ((EDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.024" @ 6'- 7.8" Allowed = 0.667" 11-04-11 9-06-05 MAX TL CREEP DEFL = -0.049" @ 6'- 7.8" Allowed = 1.000" 3-05 3-04-08 4-07-03 4-04-09 5-01-12 MAX HORIZ. LL DEFL = -0.012" @ 20'- 9.2" f 'f . f 'f MAX HORIZ. TL DEFL = 0.020" @ 20'- 9.2" 12 12 IIM-4x4 9.00 17Q 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 'f'( Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 1i1L,,iii.....411 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, IlOggliiiiiiiiiii , End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 2ioel°111/ eI ! �19 ' M-3x8 ' r 13 M-1.5x3 ,14 -/4 12 I 7•• 8 M-So8 ri M-1.5x3 . M-3x8 M-1.5x3 1 1 1 1 1 1 1 3-03-04 3-04-08 4-08-15 1-07-05 3-00-12 4-10-04 PRQps 1 6-09-08 1 1 14-01-08 1 ¢4 a 1 13-00 6-02-08 1 7-11 \AGIN4, '% 1 17 1 20-11 c 89200PE t-- JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - D3 Scale: 0.1965 , • - - WARNINGS: GENERAL NOTES, union otherwhe noted. ill It 7E ORG,ON to . : 1.Seeder and erection contractor should be advised of el General Notes 1.This design h bawd only upon the parameters shown and h for an individualJ/ � TrussD3 and Warnings before construction connene. balding componentApplicability of design parameters end proper -✓j `' n • 2.254 compression web bracing meet be Monied where shown•. Incorporation of component is the responsibility of the building designer. r© 41 r 14 L P 4 3.Additional temporary bracing to insure debility during construction 2.Design assumes me lop and bottom Words to be!Moraly blend a1 Is the rosponnbilly of Me hector.Additional permanent braGng of T o i and at ea hbro.crsuch as ply unless s braced)TE) sthroughout their length by .417:41:111A- coMlnuon sheathing such as plywood sheathing(TC)and/or drywaA(BC). DATE: 3/7/2016 the overall endure is the responsibility of the balding designer. 3.24 loped bridging or Sterol bracing required where sirewn•• 4.Na load should be applied to any component until alter all bradng and 4.Inetalatlon of trues is the reeponeibiliy of the reepedNe connote. SEQ.: K1786160 Intoner.are complete and at so sea should arty loads greeter than 5.Design eesoarrastrrnces are Is be used Ins non.00rroeloe enolrsflmeltt, design loads be applied to any component. and aro for"dry condition.of use. TRANS ID: LINK 8.Design nsurrnesMIbearing atalsupports shown.Shim orwedge if EXPIRES; 12/1112017 5.Compares has no control over and assumes no responsibility for me nnenary. fabrication,handling,shipment and krtelleton of components 7.Design assumes adequate drainage is provided. March 7,2016 e.This design Is famished subject to the limitations wt lard,by 8.Plates shad be located on both faces oftmw,and placed w their center TPIWTCA In SCSI,copies Osten will be furnished upon rsquet. 9 Uless coincide alnjoint then tecenter l Ines. MITek USA Inc./CompuTrus Software 7,6.7(1L)•E 10.For batt connector plate design values ere ESR-1311,ESR-1885(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 01&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-970) 205 6- 7=(-255) 239 6- 1=(-895) 215 8- 4=(-203) 166 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-743) 287 7- 8=(-186) 750 1- 7=(-106) 702 4- 9=(-253) 157 WEBS: 2x4 KDDF STAND 3- 4=(-718) 283 8- 9=(-125) 550 7- 2=( -75) 159 9- 5=(-101) 633 LOADING 4- 5=(-753) 184 9-10=( -41) 60 2- 8=(-371) 197 5-10=(-901) 221 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=(-207) 471 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:1-2,4-5,7,9 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -196/ 941V -248/ 275H 5.50" 1.51 KDDF ( 625) 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 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 IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.018" @ 11'- 4.7" Allowed = 0.667" MAX TL CREEP DEFL = -0.038" @ 11'- 4.7" Allowed = 1.000" MAX HORIZ. LL DEFL = 0.006" @ 20'- 9.2" 11-04-11 9-06-05 ` MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" I 5-10-15 5-05-11 4-06-09 4-11-12 4 f 4 ,,. 4 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 9 00 V ))M-9X9 N9.00 Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 T+( load duration factor=1.6, 11111111141111111 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 2 o o f- „ o N o _ M f 6** 710 M-1.5x3 - 0.25"9 9 M-1.5x3 M-5x8(5) l l l 1 l ,,,,'EO P F Oi 5-07-07 5-09-03 4-10-01 4-08-09 20-11 JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - D4 ,/S- ,,,,.e.--�. Scale: 0.2160 O� r"Cne' /��.,, WARNINGS: GENERAL NOTES, unless otherwise noted WO C'6 1.Builder and erection contractor should be advised of al General Notes I.Thle design is based only upon the parameters shown and lest,an individual ' ' is OREGONIti Truss: D4 and Warnings before construction commences. building component.Appllebllity of design parameters end proper ✓t, A 2 De4 compression web bracing must be Installed where shown e. Incorporellon of component Is the responsibility of the building design",. b 2'� 14 3.Additional temporary bracing to Insure stability during construction 2-Design assumes the top and bottom unless braced to be literally bread et L �{� Is the responsibility oriM erector.Addelonel permanent b,edng of T o.c.and st 10'o.e.respectively unless brewd throughout thele length by C_ DATE: 3/7/2016 the overall mudure is the responsibility or the buildingde20 Impact sheathing ntor such as pywg re airedsheathere s own cr arywal(ec). tut lam I L signer. 3.In tmptd bridging ort a rel bracing required the where shown t e N'7 rl SEQ.: K1786161 4.fastenersNloaermould mbe lbeantoonotimesh should aygafter all erednhand 4.Deign as mef sristes rate useofthereapedNe eenviror, are complete and at no time mould any loads greater than 5.and Design assumes trusses era to e.used Ina noncartasNa environment, TRANS ID: LINK design loads be applied to any component. and.rerorarywnanwn°prose. B.De 5.compuTrae has no control over and assume"no responsibility for the Design assumes nm bearing et al supports mown.Shim or waege u EXPIRES: �v 1/201 necessary. fabrication.handling.shipment andeationofcomponents. 7.Design assumes adequate drainage Is provided. March 7,2016 8.This design Is Nmished subject to theelimitations sat forth by 8.Plates"hal be Iodated on both faces of truss,and placed so their center TP6WTCA In BCSI,copies of which will be furnished upon request. lines coincide vdih joint center line. 7.6.7 iL E Wee USA,Inc./Com uTrus Software 9.Digits Iidlcete sin of pets In Inches. P ( 1 For basic connector plate design values see ESR-1311,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #140TR SPACED 29.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=l5ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 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. 3-03-12 0-03-12 T T T 12 4.00 l7 M-1.5x3 9 -/ 3i r o 0 uo 0 2 I , N EM 1 _. o 5 6 M-3x9 M-1.5x3 1 1 1 1-00 3-07-08 koro N�,1 N �t9 pip 89200PE• r- . JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX — El Scale: 0.6966 {� [} WARNINGS: GENERAL NOTES, unNas otMmdae noted `� a #�®ye 1 Ct 1.Builder and erection contractor should be advised oral General Notes 1.This design is boned only upon the parameters shown and is for an individual 74. VVV 1 V ,( to Truss: El and Warnings before construction nommences. building component.Applicability of design parameters and proper A a� A, 2 2x4 compression web brednn must be Ineklkd where shown•, incorporation of component la the rosponsibAMY of the buntline designer. �/� -7 y 14 5,y �. 3,AddnNnal temporary bracing to insure stability during constmotlon 2.Design assumes the top and bottom shores to be latently bread st 'C,/ �a N the rosposalaRy or the erector.Additional permanent bracing or 2 o.c.and at 10 o.c.respectively unless braced throughout their length by (te/e R 11-‘.- DATE: continuous sheathing such as plywood sheathing(7C)and/or driwee(BC). '♦ 3/7/2016 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown i• SEQ.: Ki7 8 61 6 2 4.No load should be applied to any component until after an bracing and 4.Installation of trap is the responsibility of the respedhre contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes busses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTma has no control over end assumes no responsibility forme S.Design assumes full bearing et al supports shown.Shim or wedge If EXPIRES 12/31/2017 2 31 f2 01 7 fabrication,handling,shipment and installetlon of components. rte Ngn na assumes CAI--I(l C t7 J L9-J I/f !l 7.PesiSehalebadequate enbethfdrainage iepmes,anded. March 7,2016 8.This design is furnished subject to the limitations net forth by 8.plates shall be bated on both teas Olives,and laked no their center TPMWICA In SCSI,copies of which veil be furnished upon request. Ansa coincide with Joint center lines. S.Digit.Indinele aloe pplate Ininches. MITk USA Ina/Com uTrus Software 7.6.7(1L}E 10.For basic connector plate narplate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 814BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=1-21) 24 3-5=(-117) 88 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-56) 34 LOADING 3-4=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -49/ 334V -13/ 44H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.24 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. 000. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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" 3-03-12 0-03-12 MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" f fMAX BC PANEL TL DEFL = -0.009" @ 1'- 10.6" Allowed = 0.157" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3,8" 4.00 C,- MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 g -! End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. IS Ai 0 1 ko CD I O 1 irliMINIMMINIMIA o �� + 5 -,' I 2 M-3x4 M-1.5x3 1 1 , 3-03-12 0-03-12 1 1 1 1-00 3-07-08 cI, (c, .9 '� 89200PE 9r` JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - E2 //��,aayy-'' Scale: 0.6296AIW_ P• _. WARNINGS: GENERAL NOTES, unless othervdse noted '� OREGON j'}� Truss: E2 Builder and erection contodor should be advised of all General Notes This design Is based onN upon the parameters shown and Is for an kM vital DII GOIY A 1s! and Warnings before construction commences. building component.Applicability of design parameters and proper µ A,A. 2.2s4 compression web bradng must be Installed where shown�. Incorporation of component Is the responsibility of the building designer. aO '1.}e' ,f$. 14 (f}' { 3 Additional temporary bracing to insure stability during construction 2.Design assumes the by and bottom dards to be laterally braced at V ^r Is the responsibility of the erector.Add1loal permanent bracing of T o c.ars at t O o.c.respectively unless braced throughout their length by t('� DATE: 3/7/2016 the overall structure S the responslbimy of the building designer. Z,Impact rdginglor such as plywood required here)and/or drywaA(BC). Z•^3 �� j a 4.No bed should be applied to any3.2x Impact bridging or lateral bracing where Mown«♦ ('� SEQ. : K 17 8 61 6 3 Pp component until ager all bracing and 4.Installation of russ Is the responsibility of the nspecthe contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component, and are for"dry condition"ofuse. 5.CompuTrus hes no control over and assumes no responsibility for the B.Design assumes NA bearing at all supporta Mown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. necessary. 7.Design essassumes aded no drainage ace laprovided. n March 7,2016 S.This design b famished subject b the limitations fa ns set by S.Plates shall be bated on both lass of Wu,and placed so their abler TPLWfCA In ECK copies of which PM be famished upon request. Anes coincide with joint center line. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E s.Digits indicate&re of plate b Inches 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 2.5" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #158TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1aBTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 45.0 PIP End vertical(s) are exposed to wind, e pos Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Sable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I.4-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-07-04 5-07-04 4 4 4 12 12 IIM-4x4 9.00 72 9.00 A& WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OFA BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES),A 4iI1Ii HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL GE TYPE CONNECTION. f 0 1 t to 1 N N 5 9 PRO y 1-00 11-02-08 1-00 kncy \CoGIN • '/Q4,.. ` ' 89200PE• <" JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX — F1 • Scale: 0.4131 C3 WARNINGS: GENERAL NOTES, unless otherwise noted 10° . i 1.Builder and erection contractor Mould be advised of alt General Notes 1.This design Is based only upon the parameters shown and dim an Individual Truss: Fl and Warnings before conarudwn commences building component.AppgublISy of deign parameters and proper At,. �('y 1 2.254 compression web brodig must be installed where strewn e. incorporation of component Is the responsibility of the building designer. 'O _l€ 1 A ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom dabs to be laterally braced el 1 Y by la the resporMbB r the erector.Addglonal permanent bracing of T continuous ou at i e hio.n.such as ply unless s waved throughout they length). i�` ly o coniMuous eheaMing such as plywood eMeMIng1TC)and/or tlryvnX(BC). Y DATE: 3/7/2016 the overen tlmcture Is the responsibility of the building designer. 3.25 Impel bridging or lateral bredng required where shown o n SE El7 8 6164 4.No mad should be applied to am oompoent until after all bredng and 4.Instillation of truss Is the reeponslbfity of the respective contractor. 4• fasteners are complete end at no time should any bads greater than 5.Design assumes busses are to be used Ina non-corrosive environment, design bads be applied to any component, and Cr.for'Mg condition"of use. f} [� TRANS ID: LINK 5.ComWTNe hes no control over and assumes no responsibility for Me 8.Designary assumes Ng bearing at ant supports show.Shim or wedge If I, r�EXPIRES. 12/31/2017 fabrication,handling.shipment and Inetalfagon of components, 7.Design essumee adequete drainage is provided. March 1 7,20 1 V 6.This design Is furnished eub)ed to the Ilmitetions set forth by 8.Plates shag be located on both faces of trues,end placed as their center TPI/V01-CA in BCSI,copies of which will be furnished upon request. lines colndde with foam center lea. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrUs Software 7.6.7(1L)-E tn.For basic connector Mete design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1bBTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 120 6-7=(-211) 220 6-2=(-639) 177 BC: 2x9 KDDF #16BTR SPACED 29.0" O,C. WEBS: 2x9 KDDF STAND; 2-3=(-575) 112 7-8=( -60) 83 2-7=( -38) 393 3-9=(-575) 131 7-3=( 0) 290 2x6 KDDF #2 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 4-5=( -9) 120 7-9=( -38) 388 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9-8=(-639) 232 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 13.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -78/ 670V -185/ 185H 4.00" 0.95 KDDF (1985) 10'- 11.5" -78/ 670V 0/ OH 4.00" 0.45 KDDF (1485) 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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,- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" MAX LL DEFL = -0.002" @ 12'- 1.0" Allowed = 0.075" 5-05-12 5-05-12 MAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" f ,r MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.4" Allowed = 0.386" 12 12 9.00 I)M-4x4 MAX TC PANEL TL DEFL = 0,152" @ 3'- 1.9" Allowed = 0.580" 9.00 3 4 0" MAX HORZZ. LL DEFL = 0.008" @ 10'- 8.8" MAX NORIZ. TL DEFL = 0.015" @ 10'- 8.8" Pi Design conforms to main windforce-resisting system and components and cladding criteria. Wind; 190 mph, h=22.2ft, TCDL=6O,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 4lluuowlihllIllhihlmmm M-3x9 Note: Legdown not checked for any lateral loads. �` 7 The design shall be reviewed and approved by M-5x8 Q�' -� Project Engineer or qualified building designer for lateral load and lateral stability, 0 0 o 0 A N N 61 M-1.5x3 M-1.5x3 ** 6.00 6.00 12 12 l l 1 ) 0' 1-01-08 5-05-12 5-05-12 1-01-08 �N Iy l ��10-11-oa Ek.._/. � � 920 v�- JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - F2 Scale: 0.3506 Stan QM'. ' WARNINGS: GENERAL NOTES, unless otherwise noted' � }�w Truss: F2 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters Mown end Is for an Individual 4y� OREGON f s"4 and Warnings before eonatradion commences. building componentApploabtllly of dedgn parameters and proper , G ,V A. 2.1x4 compression web bracing mud be NptaiNd where Mown*. Incorporation of component is responsibility of the building designer. '7© '44' A 1` 1 4 SO\ �4 3.Additional temporary bracing b Insure debility during construction 2 Design assumes the lop end bottom chords to be laterally Mined at _7( V Is the reapondbllty of the erector.AddIlund permanent bracing of 2'o.c.and a1 70 a.c.sash es sly unless braced throughout their length by DATE: 3/7/2016 the overall structure Is the responsibility of the building designer. continuous sheathing such of pdvmod anaeming(TC)end/or drywal(BC) 4.No load should be• letl W any3.In Impact bridging or lateral booing required where shown+. '.69R1:310." SEQ.: K 17 8 616 5applied component until after all bracing and 4.Installation of truss Is the responsibility of the raspectNe contractor. fasteners ere complete and at no time Mould any Wads greater than 5.Design assumes truce.s are to be used In a noncorrodve environment, TRANS ID: LINK design loads beapplied teenycomponent. and ere ror"dry condition"ntuse. 5.CompuTnn has no control over and assumes no responsibility for the S.Design assumes NII bearing et al supports Mown.Shim or wetlge If EXPIRES: /31/2017 hbdcallon,handling,shipment and Installation of components. 7,Design assumes adequate drainage le provided. 6.This design bfurnished.objectto the limdatbnsset forth by S.Ptete.ehsl be leoated en beth trues, March 7,2 16 TPNNTCA In SCSI,copies of etch coil be mm:Med upon request. lines coincide with Joint canter lines. MITek USA,Inc./CampaTN6 Software 7.6.7(1L}E 1.Digits Indicate sin of plate In Inches. 7o For beak connector plate design value.see ESR-1311,ESR47888 NAITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-576) 195 4-5=(-183) 188 4-1=(-457) 163 5-3=( -92) 375 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-576) 164 5-6=( -57) 81 1-5=( -39) 395 3-6=(-957) 187 5-2=( -6) 290 WEBS: 2x9 KDDF STAND; 2x6 KDDF #2 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BERG AREA TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 0.- 0.0" -75/ 495V -160/ 160H 9.00" 0.33 KDDF (1485) 10'- 11.5" -75/ 995V 0/ OH 4.00" 0.33 KDDF (1485) LL = 25 PSF Ground Snow (Pg) 0* 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. OND. 2: Design checked for net(-7 psf) uplift at 24 "no 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 = 0.065" @ 8'- 0.4" Allowed = 0.386" MAX TC PANEL TL DEFL = 0.050" @ 2'- 11.1" Allowed = 0.580" MAX HORIZ. LL DEFL = 0.008" @ 10'- 8.8" MAX HORIZ. TL DEFL = 0.015" @ 10'- 8.8" 5-05-12 5-05-12 f f T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. DIM-4x9 Q 9.00 9.00 Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 4.0" (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. M-3AIL opiiiii M-3x4 -'- s 4� '5x8 � II 0 0 a I o ' A o I N N f ++ .* M-1.5x3 M-1.5x3 ..6.00 6.00 12 12 l 1 )" 5-05-12 5-05-12 �f, 0PnQpp6,. y 10-11-08 y `� GINE'6,4, /Q . 89200PE r" JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - F3 .4111 Scale: 0.3515 �y )'• it WARNINGS: GENERAL NOTES, union othsneee noted. 1. OREGON y�. ��s./ , 1.Balder and erection comrador should be advised of all General Notes 1.This design h based onN upon the parameters shown end le for an individual / l� Truss: F3 and wrnt ps nefaro canstmdbn commences bullring camponenl.Oppinsbllty of design parameters end proper `' "2-'��1 2.2:4 compression web bracing must be installed where shown a. incorporation of component le the responsibility of the building designer. G,Q f 14 T 3.Additional tem bract to Insure stability during construction 2 Design assumes the lop end bottom dorsa to be laterally braced et temporary bracing 2'o.c.and at 180.c.as asely unless braced throughout their length by 7 �i Is the reeponNdllly of the erector.AddSbnel permanent bracing of continuous sheathing each plyw god sheathing(TC)and/or drywiag(BC). L k^ DATE: 3/7/2016 the overall structure Is the responsibility of the Wieling designer. 3.2s Impact bridging or lateral bracing required where Mown a a SE K17 8 616 6 4.No load should be applied to any component until after all bracing and 4.Instalatlon of truss Is the responsibility of the respedhe conbedor. 4•• fasteners aro complete and at no time should any loads greater than 5.Design assumes trusses era to be used Ina nentorroebe environment, end design leads be app9ed to eny component. Design forass"dryumes nendbearingion.of use. EXPIRES:w"E�w y 1�y/iy y1Fy 01} TRANS ID: LINK5.necessary. ee me bearing at al supports shown.Shim or wedge If t Yr �( O 21A21 G 1 5.CompuTme has no control over end assumes no responsibility for the necessary. I.. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage a provided. March 7,2016 8.Thla design la furnished subject to the limitetlens set forth by 8.Mates shall be located on both laces of truss,and placed so their anter TRBWrCA It SCSI.copies of which MN be furnished upon request. flees colndde with)slut center Tines. 9.Digits indicate alas of plate in Inches. MITek USA Inc./CompuTtOS Software 7.6.7)1L)-E 10.For basic eenneder plate design values see ESR-1311.ESR-/888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 120 6-7=(-2249) 2272 6-2=( -961) 653 BC: 2x9 KDDF #1fiBTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND; 2-3=(-1752) 1397 7-8=(-2294) 2272 2-7=(-1599) 1854 2x6 KDDF #2 A 3-9=(-1752) 1397 7-3=(-1018) 1266 LOADING 9-5=( -9) 120 7-4=(-1599) 1854 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=( -961) 653 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) OVERHANGS: 13.5" 13.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -599/ 981V -2000/ 2000H 4.00^ 0.66 ROOF (1485) 10'- 11.5" -599/ 981V -2000/ 2000H 4.00" 0.66 KDDF (1985) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL .. Fox hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" MAX LL DEFL = -0.002" @ 12'- 1.0" Allowed = 0.075" 5-05-12 5-05-12 f fMAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.4" Allowed = 0.386" 12 12 MAX TC PANEL TL DEFL= 0.152" @ 3'- 1.9" Allowed = 0.580" M-4x6 9.00 7 'N 9.00 MAX HORIZ. LL DEFL = 0.049" @ 10'- 8.8" 3 4.0" MAX HORIZ. TL DEFL = 0.056" @ 10'- 8.8" 1.11 IC OND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x5 lrnmmM-3x5 in the plane of the truss only. 2 /- .1 14:5.8Q� -/ Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by o Project Engineer or qualified building designer o for lateral load and lateral stability, , A 0 o N M-3x4 M-3x4 ** ..,1 6.00 6.00 11, 12 12 . . l l l 1-01-08 5-05-12 5-05-12 1-01-08 y 10-11-08 y '<\‘'..<C. '.. ��061 44 89200PE 9c' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - FDRAG Scale: 0.3506 WARNINGS: GENERAL NOTES, unless otherwise noted .444 Truss: FDRAG 1.Bulkerand erodbn<ontradarMould beadobedofalGeneral Notes 1.Thladesign isbased only upon the parameter.shown and l.for anindividual '7 OREGON and Warnings before<onstrudhn commences. building component.Applicability of design parameters and proper re Z. •,[s 2.284 compression web bredng moat be InetalNd where shown a. Incorporation of component la the responsibility of the building designer. */� t/t" ip�� �^'4 3.Additional temporary bracing to Insure stability during conMnMlon 2.Design assumes the lap sot bottom chortle to be laterally braced al __TT r 14 4/ Ie the responsibility of the erector.Additional permanent bracing of 7 continuous and al 70'o.e.nepeca ply Woes braced throughout their length by DATE: 3/7/2016 Ina overall structure is the re continuous edging ng such as plywood required ing(TC)and/or drywel(BC). .V/ R II I U- eponerolity or the building designer. 3.ZIt Impact bridging or latent brewing required where shown a a SEQ.: K 17 8 61 6 7 4.No had should be applied to any component until after all bradng and 4.Installation of truss Is the responeibNlty of the reapectNe contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes truews are to be used Ina noncorrosive environment, ' TRANS ID: LINK design bads be applied to any component. and aro for^dry condition"ol use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes HI bearing at al supports shown.Shim or wedge if EXPIRES; 12/31/2017 hbrlsallon,handling,shipment end Installation of components. necessary. .l�+ 6.This design is furnished subJed to the heiletlons set fort by 8.Design assumes adequate ted en othifage is provided. March 7 r2�I V TPINJFCA in SCSI,capias of which will be Nmbhed upon request. 8.Mets<oes lnddall eewlm John<eMerhlime s of buss,and placed so melt canter MiTek USA,Inc./Compulnos Software 7.6.7(1L)-E 9.Digital Indlcste etre of plate In McRae. 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IL This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 71 2-6=(-137) 977 6-3=(-146) 231 SPACED 24.0" O.C. 2-3=(-1322) 163 6-7=(-171) 1108 3-7=(-330) 186 BC: 2x4 KDDF #1ABTR; 3-4=( -925) 152 7-8=( -55) 85 7-4=( -18) 641 2x4 KDDF STANDB1 LOADING 4-5=( -912) 148 7-5=( -64) 602 WEBS: 2x6 KDDF STAND; 2x6 KDDF #2 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-637) 178 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12.0C. UON. LL = 25 PSF Ground Snow (Pg) O'- 0.0" -172/ 1210V -130/ 177H 5.50" 1.94 KDDF ( 62 ) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 544.0 LBS @ 2'- 3.5" 13'- 4.5" -92/ 668V 0/ OH 4.00" 0.45 KDDF (1485) 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 ICOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SINGLE MEMBER AS SHOWN. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 HANGERS ATTACHED TO BOTTOM CHORD MAX LL DEFL = -0.002" @ -1,- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" WILL HAVE 1.5"MAX.NAIL PENETRATION. MAX LL DEFL = 0.014" @ 7'- 10.7" Allowed = 0.419" 7-10-12 5-05-12 MAX TL CREEP DEFL = -0.041" @ 7'- 10.7" Allowed = 0.629" 1' 1' 1 MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.7" 3-00-08 9-10-04 5-05-12 ` MAX HORIZ. TL DEFL = 0.029" @ 13'- 1.7" T . 12 12 7 M-9x9 9.00 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 4 ,f.( Wind: 140 mph, h=22.2ft, 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 in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by M-3X9 M-3X9 Project Engineer or qualified building designer 3 g� for lateral load and lateral stability. M-5x8 0 , 0 0 1!ElR! II' --,N 6 M-1.5x3 to .x9 M-7x8 .Q 6.00 6.00 1 , 12 12 2-09 J'' 5-01-12 5-05-12 J. 13-09-08 44, :A:7r :9200P JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - G1Scale: 0.2839 •WARNINGS: GENERAL NOTES, unless otherwise noted e ©�1.BuNder and erection contractor should be advised ofall General Notes 1.Thlsdeslgn is based only upon the parameters shown and Is for an individual 7Truss: GI and Warnings before cenMrudlen commences. building component.Applicability of design parameter.end proper �f � 2.254 compression Web bradng must be metalled where shown e. Incorporation of component la the roe/NonsibNlly of the building designer. rA + 1 A. s✓ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom choke is be laterally braced at 'V,/ I Y by late responsibility f the eredor.Additionalpermanent brat / 7 ntin and et o n respectively as ply unless braced(TG)a d/drop langur). I eFi�'1 o mg o conlinuow sheathing each as plywood sheathing(TG)end/or drywal(BC). ''W" 1.. DATE: 3/7/2016 the overall structure Is the ra.ponslbSty of the building designer. 3.2a Impact bridging or lateral bradng required where shover e 4.No bad should be applied to any component until after ell bracing end 4.Insteietbn of truss 1s the respondbllty of the reaped.contractor. SEQ.: K 17 8 616 8 federate are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a nonoorrosNe environment, design loads be applied to any component. and are for"dry condition.of use. TRANS I D: LINK 6.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.CompuTrve has no control over end animas no responsibility for me fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. March 7,2016 S.This design Is furnished subject to the limitations sat fold by B.Plates shal be located on both feat of truss,and placed so mem center TPIM/TCA In SCSI,°opt.of which MI be furnished upon request. Ines coincide wdh)oil center lines. B.Elite Indicate size of plate in Indies. MITek USA,Ino./CofnpuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values sea ENR-1311,ENR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1SBTR 1-2=( 0) 72 2-6=(-292) 596 3-6=(-218) 162 SPACED 24.0" O.C. 2-3=(-809) 169 6-7=(-277) 679 3=7=(-208) 196 WEBS: 2x9 KDDF STAND; 2x6 KDDF #2 A 3-4=1-781) 186 7-8=( -56) 83 7-4=( -62) 459 LOADING 9-5=(-760) 191 7-5=( -69) 492 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-555) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -99/ 745V -131/ 177H 5.50" 1.19 KDDF ( 625) 13'- 4.5" -92/ 590V 0/ OH 4.00" 0.40 KDDF (1485) 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. }COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: 11=1/360, T1=1/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 7-10-12 5-05-12 MAX LL DEFL = 0.019" @ 7'- 10.7" Allowed = 0.419" ,r MAX TL CREEP DEFL = -0.030" @ 7'- 10.7" Allowed = 0.629" 2-09 5-01-12 ,r s-05-12 @ 13'- 1.7" MAX NORIZ. LL DEFL = -0.014" MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 12 9.00 IIM-4x4 12 Q 9.00 4.0" Design conforms to main windforce-resisting 4 ,y_.,/ system and components and cladding criteria. 61 Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral.loads. The design shall be reviewed and approved by Project Engineer or qualified building designer M-3x9 is* M-3x4 3 for lateral load and lateral stability. 1111- 1 7 ir e M-5x8 � -/ 1 oo „, ...7t 1._ ,____11.0 ill _.... . ,.. I 1 6 o M-3x4 M-5x6 M-1.5x3 ** .Q 6.00 6.00 12 12 l l y ) ) 1-00 2-09 5-01-12 5-05-12 � 0 PROfifis l 13-09-08 y ��CD ANG Int �R y©A_ -17 `9200PE C` JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - G2 411). Scale: 0.3155 WARNINGS: GENERAL NOTES, unless otherwise noted: � Ct. Truss: G2 1.Builder end erection contreaor Mould be advised of ail General Notes 1,This design Is based only upon the parameters shown and Is ler an individual y' „ OREGON I f�"Lb and Warning.before construction°ommen... building component.Applicability of design parameters end proper 1.7 ,If v A Y A. 2.a4 compression web bracing must be installed where shown.. Incorporation of component Is the responsibility of the building designer. ./A`J 200.4 3.Additional temporary bracing b insure stadlny during mnetruaion 2 Design assumes the tap and bottom acorea to be laterally braced al .� _7 7 ',A W the resporMblgy o1 the erector.Addnlonel permanent bradng of T c.c.ant H 10 o.c.respectively urates.braced throughout their length by Y DATE: 3/7/2016 the overall structure b the reeponslbtty of the building designer. 2x Impcontinact or such l b adng re uiredang(TC)own•dryweA(BC). R. Lk 3.2a Impact bndging or lateral bracing required where Mown.. L SEQ.: Ki7 8 616 9 4.No bad should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater then 5,Design sssumes tosses ere to be used Ins nomconoshe environment, TRANS ID: LINK design loads beapplied toany component. and.re for"dry conditionof u.. 5.Cumpalms hes no control over and assumes no responsibility for the 8.Design�a.wmes NA beating at all supports shown.Shim or wedge If EXPIRES: ' fabrlcetbn,herding.shipment end interaction of components. ry' 12/31/2017 6.This design is furnished subject to the[Imitations set forth by 8.Dealers haawme.adequall be located atboth e drainages e is dimes, and March 7,2016 TPAWI'CA In SCSI,copies of which will be furnished upon request. 6 InePlats coe.incide With joint center Mines.of truss, placed so meld canter 9.Digits Indicate size of pleb In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1666(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1- 2=( 0) 71 2- 6=(-399) 635 3- 6=(-266) 238 TC: 2x4 KDDF #1SBTR LOAD DUSAAIED I24R0"SE C 1.15 2- 3=(-802) 158 6- 7=(-449) 711 3- 7=(-211) 195 WE: 2x9 KDDF STANDR SPACED 24.0" O.C. 3- 4=(-806) 230 7- 8=(-121) 159 4- 7=( 0) 175 WEBS: 2x6 KDDF STAND; LOADING 4- 5=(-559) 295 7- 5=(-357) 633 2x6 KDDF #2 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 8=(-547) 289 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) i 0'- 0.0" -94/ 745V -119/ 228H 5.50" 1.19 KDDF ( 625) NOTE: 2T9 OPACIOR AT 13'- 4.5" -92/ 589V 0/ OH 4.00" 0.90 KDDF (1485) ALL FLAT TOP CHORD AREAS SOC TOS. FOR AS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEINGAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) 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 = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" "" For hanger specs. - See approved plans MAX LL DEFL = 0.026" @ 8'- 0.0" Allowed = 0.419" 7-11-11 5-04-13 MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" 2 2-09 5-02-11 5-04-13 MAX HORIZ. LL DEFL = -0.019" @ 13'- 1.7" MAX HORIZ. TL DEFL = 0.023" @ 13'- 1.7" ffff 12 M-4x6 9.00Design conforms to main windforce-resisting M-3X4 system and components and cladding criteria. 5 #AMIIMIMIIMIIMMIIri.rg --1 Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, 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. Note: Legdown not checked for any lateral loads. 1111 o The design shall be reviewed and approved by Project Engineer or qualified building designer M-3X9 �� ,-I for lateral load and lateral stability. i 7 `O 4P M-5x10 -,-, f._ i.2....mt, .0 4� o,i, o = 6 o M-3x4 M-5x6 M-1.5x3 L16.00 6.00 . 12 12 Jr Jr PROF Jr 1-001 2-09 Jr 5-01-12 5-05-12 ��cO k... J., Hca• NGI N ' `S'7 13-04-08 y � 'e R „It, 89200PE r- JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - G3 4 /...•'. Scale: 0.3252 , .44,0 c WARNINGS: GENERAL NOTES, unless otherwise noted .ey OREGON I.Balder and erection contractor should be commences. advised of all General Toles 1.This building comn 1pon based only nt.Applicability of design paran the parameters meters end proper Individual 7 Truss: G3 and compessoeforeconsinWbncommencos Incorporation of componentIthensponsibadyofthebuildingdesigner. ez)1551. -�Y 14 2.0�.4, Z.2a4 compression web bracing must be installed where shown e. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during conshucllon2 o.c.and at 10 o.c.respectively unless braced throughout their length by C` ,,, Is me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andtor drywall(BC). 8o DATE: 3/7/2016 the overall structure is the responsibility or the building designer. 3.25 Impact bridging or lateral bracing required where shown S E 17 8 617 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Q•• K fasteners an complete and at no time should any loads greeter than 5.Design assumes trusses are to be used hl a noncohesive snvkanment, design bads be applied to any component. and an for"dry condtbn"of use. TRANS ID LINK 5.Desi9neswmeehdbeadngatall supports shown.Shim orwedge lf EXPIRES: 2/31/2017 • s.compurns has no control over.na assumes no respomronny for the necewry, fabrication,handing.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. March 7,2016 8.This deagn is furnished cabled tome limitations set forth by 8.Plates shall be located on both faces of wes and placed so their center TPINVMA in SCSI.copies of Mich SIA be furnished upon request. 9.Digits oinddaIndicatjoint f cedate er Ilines. r�. MiTek USA,Inc./CompuTrus Software 7.6.7(h )-B 10.For basic connecter plate design values sea ESR-1311,ESR-1988(Web This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 7=(-903) 660 3- 7=(-278) 240 BC: 2x4 KDDF #1ABTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND; 2- 3=(-802) 181 7- 8=1-453) 739 3- 8=(-180) 166 2x6 KDDF #2 A 3- 4=(-806) 298 8- 9=(-119) 156 4- 8=( 0) 175 LOADING 4- 5=( 0) 0 8- 6=(-404) 675 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-559) 287 6- 9=(-547) 337 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC UON. FOR 0'- 0.0" -103/ 745V -114/ 229H 5.50" 1.19 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 4.5" -94/ 509V 0/ OH 4.00" 0.40 KDDF (1485) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" 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 24 "oc spacing. .. For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 9-11-11 3-04-13 MAX LL DEFL = 0.032" @ 8'- 0.0" Allowed = 0.419" f I f MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" 2-09 5-00-11 2-02 3-04-13 4 ' . f I MAX HORIZ. LL DEFL = -0.020" @ 13'- 1.7" MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 8-00 12 5 Design conforms to main windforce-resisting 9 00 system and components and cladding criteria. M-4X6 Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 M-3x4 load duration factor=l.6, 6End vertical(s) are exposed to wind, 442MIIIMMMIMMIMIMIIIITE -/ Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. Thedesign shall be reviewed and approved by Project Engineer or qualified building designer o for lateral load and lateral stability. M-3x4daa , 3 .4401111111141411 B I 11111111111111111111117:_5X10 w) o At o 1 7 o M-3x4 M-5x6 M-1.5x3 ++ Q 6.00 6.00 , 12 12 y1-00y 2-09 y 5-01-12 y 5-05-12 y W� PRQp 5.. l 4 13-04-089.l: .,, oGiN 'k„ Sj©j.. Q'Ct' _N :92.0 r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - G4 //./ Scale: 0.2728 + ! . WARNINGS: GENERAL NOTES, unless otherwise noted: 1110 Cr Truss: G 4 1.Builder and erection contractor ahold be advised of al General Notes 1.Thb design la based only upon the parameters shown and Is for an Individual -pG OREGON b• ,tt" and Warnings before construdinn commences building component Applicability of design parameters and proper Z.2a4 compression web bracing moat be installed where Mown+, Incorporollon of component Is the rssponeib8ty of the building designer. a.Or'Pri) 14 2- 3.Addklunal temporary bracing b Insure stability during construction 2 Design assumes the top end bottom Monde to be laterally braced at _7 V cr lathe responsibility of the erector,Addkenal permanent bracing of 2'o.c.and at iG hi each sty unless braced throughout their length by DATE: 3/7/2016 the overall stmdure ie the responsiblly of the building designer, 2+impact continuous sheathing such t b plywood required a where s 005 a drywal(BC). A R U- 4.No load should be applied b any3.2a Impact bridging or lateral bracing requirotl where Mown+t. SEQ.: K 17 8 6171 pW component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for dry condition"of oe.. 5.ComWTrue has no control over and assumes no re poMlbllky for the e,Design assumes ml bearing stat supports shown.Shim or wedge if EXPIRES: 1 / 1/ 07 fabrication,handling,shipment and installation of components. 7.Design sewmee adequate drainage Is provided. S.This design N fumiahed subject to the limitations set forth by 8.Plates shallbe located on both faces dims,end placed so their center March 7,2016 TPINJTCA In SCSI,codes of which vdl be fumthed upon request. lines coincide with Joint center lines. MITek USA Inc./CampUTNs Sg#ware 7.6.7(11)-E9.Digits Indicate eine of plata In Inches. 70,For basic connector pleb design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #159TH LOAD DURATION IN2::::::::2}, CREASE = 1.15 1- 2=( 0) 71 2- 7=(-387) 673 3- 7=(-289) 232 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-802) 199 7- 8=(=436) 753 3- 8=(-165) 150 3- 4=(-806) 313 8- 9=(-116) 159 4- 8 0) 175 WEBS: 2x4 KDDF STAND; 4- 5=( O) 0 8- 6=(-410) 705 2x6 KDDF #2 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 9- 6=(-569) 295 6- 9=(-547) 900 TC LATERAL SUPPORT <= 12"OC. UGH. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. OON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE 1Q.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC DON. FOR 0'- 0.0" -119/ 745V -115/ 230N 5.50" 1.19 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DDE TO THE SPATIAL 13'- 4.5" -153/ 589V 0/ OH 4.00" 0.90 KDDF (1985) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 v* For hanger specs. - See approved plans MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" M-1.5x9 or equal at non-s tructuxal MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.100" vertical members (lion). 11-11-11 1-09-13 MAX LL DEFL = 0.038" @ 8'- 0.0" Allowed = 0.419" MAX TL CREEP DEFL =-0.049" @ 8'- 0.0" Allowed = 0.629" 2_09 5_00_11 9-02 1-04-13 MAX HO RI Z. LL DEFL = -0.021" @ 13'- 1.7" '� � MAX HORIZ. TL DEFL = 0.025" 8 13'- 1.7" s-00 1' 5 Design conforms to main windfozce-resisting system and components and cladding criteria. 12 9.00 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-4x6 Truss designed fox wind.loads in the plane of the truss only. M-3x9 6 � !��' Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designez for lateral load and lateral stability. 0 I M-3x4 �� ,-1 3 B ui '�� M-5x10 7 M-1.5x3 0 M-3x4 M-5x6 46.00 6.00 [y[y 1-00voi 2-09 l 5-01-12 l 5-05-12 ��c' s1NGINE., '/p l 13-09-08 11 cc :9200Pr JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - G5 Scale; 0.2429 tlr40111.0 • WARNINGS: GENERAL NOTES, unlessolharwtsenoted: ��r pRIG4Nt✓ . 1.Buider and erection costredor should be advised of aft General Notes 1.This design Is bawd only upon the parametere shown and h for an individual 7 .+�.. Truss: G5 and Warnings beim constructron commences. building componentApplicability of design parameters and proper -er�Q 1, �� �`a� Z.2a4 compreala web bracing mei he Installed where shown*. Incorporation of component is the seeponalbilfty of the building designer. vy.0 •F 14 v (y 1 3.Additional tem brach to Insure stability during construction 2.Design assumes the top end bouton chords to be laterally braced at � `_ temporary M T o.e.and at 10'o.c.respec8vely uNesa braced throughout their length by R I j ` �J Is me respons@IMty o/the erector.AddftrolW permanent bracing of continuous sheathing each as plywood sheathing(TC)and/or drywan(BC). L.+Y DATE: 3/7/2016 the overall structure is the reeponlbgky of the building designer. 3.2i Impact bridging or lateral bradng required where shown+s SE Ki7 8 617 2 4.No road should be applied to any component until after alt bracing and 4.Installation of trust Is the reeponNbEty of the respective contractor. 4•• Wieners are complete and at no time should any Wada greater than 5.Design assumes trusses are to be used ins nen-corrosive environment, design bads be applied to any component. end are far"dry condftlen"of use. e'l /� TRANS ID: LINK B.Design assumes NI bearing atalsupportsshown.Shim orwedge if EXPIRES: 1`/31/2017 S.CompuTms has no control over and assumes no responsibility for the necessery. fabrication.handling,ehipment and installation of components. 7.Design assumes adequate drainage 4 provided. March 7,2016 8.Tors design is furnished subject k the limitations set forth by S.Plates shall be located on both faces of truss,and placed ea their center TPW.IICA In SCSI,copies of which vel be fumlahed upon request. g linesDigitcoincide te ireoipistecenter llinlines. MITek USA,Ino./COrnpuTrus Software 7.6.7(11)-E 10.For bask connector plate design values see EBR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 BODE #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4630) 732 1- 6=(-694) 3554 6- 2=( -402) 2816 4- 9=(-4788) 844 BC: 2x8 MODE 016BTR 2- 3=(-2080) 414 6- 7=(-688) 3520 2- 7=(-2532) 520 9- 5=( -94) 30 WEBS: 2x9 KDDF STAND; LOADING 3- 9=(-1560) 368 7- 8=(-240) 982 7- 3=( -190) 920 2x8 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=( -156) 194 8- 9=(-240) 982 7- 4=( -556) 3144 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4=( -258) 1512 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 15'- 5.5" V BC LATERAL SUPPORT <= 12^OC. CON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL.: BC CONC LL+DL= 2090.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -682/ 4286V -169/ 332H 5.50" 6.86 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1003/ 5775V 0/ OH 5.50" 9.24 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. Jr- ( 2 ) complete trusses required. Attach 2 ply with 3"0.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 nails sta MAX LL DEFL = -0.038" @ 6'- 2.4" Allowed = 0.485" g1 road: sea HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.097" @ 6'- 2.4" Allowed = 0.727" 9" oc in 1 row(s) throughout 2x9 top chords, 9^ oc in 2 row(s) throughout 2x8 bottom chords, LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = 0.007" @ 15'- 2.0" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.013" @ 15'- 2.0" 12-00-11 3-04-13 6-04-03 5-06-08 1-05-09 2-01-04 Design conforms to main windforce-resisting T T 'f ,. f system and components and cladding criteria. 12 9.00 M-4x6 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 =M-8x8 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 5 load duration factor=1,6, J*O� -/ End vertical(s) are exposed to wind, Truss designed for wind loads rn the plane of the truss only. M-3x6 0 m M-5x16 o j ��, I1Y °m �m o M-3x10 M-8x10 e '9 M-4x12 =M-4x4 y y , ens j20904 , 6-02-07 5-06-08 1-07-05 2-01-04 �,6Q.E) PROPFs y 15-05-0e y ��CaNGIN �� /per 4 :9200PE 9c' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - GGIRD �' Scale: 0.2357 res �All,. WARNINGS: GENERAL NOTES, unisss otherwise noted SSP I"M. Truss: GGIRD 1.Sulderand erection eontndorshould be advised ofagGeneral Nobs 1.This design Is based only upon the parameter.shown and Is for an Individual " ' OREGON �1/ and Wamings before coneh,s ion commences. building component.Applicability of design parameters and proper r7e �✓ 2.204 compression web bred must be installed when shown*, incorporation of oomponent Is the reeponsibllsy of the building designer. */Q 1y 14 (ICS + 3.Additional temporary bracing to Inuxe etebli during consinction 2.Design assumes the tap and bottom chorda to be laterally braced at r \.1 "�`+, Is the responsibility of the erector.Additional permanent bracing of T o.e end at la o c.respectively unless braced throughout their length by DATE: 3/7/2016 the overall structure N the rospoelbpity of the building designer. continuous sheathing such as pawooe required sheathing(TC)and/or drywal(BC). M,eR R I 4.No beer should be a bd to anyg 3.Zs Impact badging or theere bracing where shown v en L A.^ SEQ.: K 17 8 617 3pp component until seer all erodng and 4.Installation of truss Is responsibility of the respective contractor. fasteners are compete and at no time should any bade greater then 5.Design assumes Runes en to be used m a noncorrosive environment, b.dsbe.ppbdro.nycompoent. and are for"drycond8bn"ofu... TRANS ID: LINK design 5.CompuTrus hes no control over end...limes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or sedge if EXPIRES: / 1/ 01 7 hbdcallon,handling,shipment and msialbtion of components. 7.Design sewmes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be bitted on both face.of truss,end placed so their center March 7,2016 TP WJICA in SCSI,copies of which MN be furnished upon request. fines coincide corm Joint center lines. MiTek USA.Jnc./CompuTrua Software 7.6.7(1 L)-E g.Digits Indicate size of piste In inches. to.For basic connector plate design value.see ESR-1371,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 9.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. system p and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=21.6ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, LL( 25.0)+DL( BC LATERAL SUPPORT <= 12"OC. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 45.0 PSE End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-04-08 4-04-08 T T '1 12 12 1M-4X99.00 17 Q 9.00 2 f 0 o /I 0I N 0 1-11 s 9 y1_00 y 8-09 y 1-00 l R,5), Pf 0k* 619 89200PE JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - L1 Scale: 0.4760 rt WARNINGS: GENERAL NOTES, uressotherwise noted. - �) OREGON 1. Bolder and erection contractor Mould be advised dal General Notes 1.This design is based only upon the parameters shown and is for en individual 7Y Truss: Ll and Wemings before construction commences. building component.AppliabllM/of design parameters and properQ Z 2.2x4 compression web bracing must a installed where Mown 0. incorporation of component Is the roeponetr ty of the building designer. /..0 + '14 `✓ 3.Additional to bracing to insure stabSNy during construction 2.Design assumes the top and bottom chords to be laterally braced al temporary N 7 o.c.and at 10 o.c.respectively unless bread throughout their length by R I j l.+�. Is the responsibility of the erector.Addftienat permanent bracing of continuous sheathing such es plywood sheathing(TC)sector drywall(BC). DATE: 3/7/2016 the overall structure h the roeponsmBlly of the building designer. 3.Pt Impact bridging or lateral bredng required where Mown« • 4.No lad should be applied to any component until after all bracing end 4.Installation Ohms is the responsibility or the reepedrve contractor. SEQ.: K 17 8 617 4 ketones are complete and at no time should any loads seater than B.DOdgn assumes t ossa.era to ho used Ina ancoaaNe env ronment, and are for"dry condition"of u.. TRANS I D• LINK design loads be applied to any component. A Design assumes NI bearing at all supports shown.Shim or wedge if EXPIRES: 12/3.112017 B.CompiTrue has no control over and assumes no responeibilly for the necessary. fabrication,handling.shipment and ind ellatlon of components. 7.Design mores adequate drainage h provided. March 7,20.I 16 S.This design Is furnished reeled to the limitations set forth by B.Plates shall be located on both fees of trues,and pieced so their anter TPMNICA in SCSI.copies of which w11 be furnished upon request. Nae coincide with)Dint center linea 9.Digl a indicate Mee of plate in Inches. MITek USA,hoc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values se ESR-1311,ESR-11188(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 8-09-00 GIRDER SUPPORTING 25-03-04 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1-2=(-2216) 318 4-5=(-1956) 2026 4-1=(-2220) 296 5-3=( -666) 2358 BC: 2x6 RODE #1&BTR 2-3=(-2216) 318 5-6=(-1956) 2026 1-5=( -666) 2358 3-6=(-2220) 296 WENS: 2x4 KDDF STAND LOADING 5-2=( -292) 1832 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 290.9)+DL( 252.7)= 543.6 PLF 0'- 0.0" TO 8'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -437/ 3203V -2000/ 2000H 5.50" 5.12 KDDF ( 625) -',- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 9.0" -437/ 3203V -2000/ 2000H 5.50" 5.12 KDDF ( 625) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Attach 2 ply with 3"x.131 DIA GUN nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 per) uplift at 24 "or spacing. I 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = 0.036" @ 2'- 5.3" Allowed = 0.316" MAX TC PANEL TL DEFL= -0.022" @ 6'- 5.5" Allowed = 0.474" 4-04-08 4-04-08 4 T . MAX HORIZ. LL DEFL = 0.004" @ 8'- 7.3" MAX HORIZ. TL DEFL = 0.004" @ 8'- 7.3" 12 12 9.00 7M-4x6 9.00 4.0" 'COND. 3: 2000.00 LBS SEISMIC LOAD. I 2 �� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x511 11111111 1111111111111;113x5 111141111111 �Oi 1.0 0 IIIII,a II i i 1 i4 0 o ~ WI . � ® ■® m 9 S 6 -/ M-3x8 M-7x8 M-3x8 y l l 4-04-08 4-04-08 y y 8-09 lik0 PROEts 0 GIN4, /0 r 89200PE T JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - LGIRD ,'ell' �/' f�'�� Scale; 0.4406 _ WARNINGS: GENERAL NOTES, unless otherwise noted / I't+ Truss: LGIRD MP 1.Builder and erection contractor should be advised dal General Notes 1.This deign is based only upon me parameters shown and is for an Indloldcal ' ' OREGON rri)+"(r. and Warnings before con•tnwtlon commences. building component.Applicability of design parameters and proper rr �Y 2.204 compression web brodng must be Installed when shown.i. incarporotron of component is the responsibility of the building designer. `' L Additional temporary bracing to stability during construction 2 Design ammo,Me tap and bottom chords to M laterally braced at Adtl ,� F Y A V Is the relaponabllty of the erector.Additions!permanent bracing of 2'c.c.and N ID o.e.respectively unless braced throughout their length by 1 Y' []� DATE: 3/7/2016 m•overall structure is the roeponabgtty 011ie building designer. continuous Iftwalsheathinrg lateralbas plywooduired ogre sown4dryweA(BC). �Fi �` �f 4.No load should be s lea to any0 Installation tmpact bOboe A Iteral bracing ry of the when eMwn t a 4• SEQ. : K1786175 eptimpomMlintyellerallerodrthend 5.Dseofboxdstheroapobeu.a iintrespectivecaenviror. fasteners dsarea complete and at no time ant. any loads greater than 5.Design assumes woes are to b•used In a rrontorrosiva environment, TRANS ID: LINK aeagnro.daM,pplearoanymmponent. and an for"drycondttron^•ruse. 5.CompuTrua has no control over Ned assumes no responsibility for IM 6,Design a.wme•fug beating at all supports s .Shim or cooties If EXPIRES: 12/31/2017 febrkatron,handling.shipment and Installation of components. ry' 7.Design assumes adequate beth lage iscers of pruss, March 7,2016 S.This design is furnished eub)ed to me limitationsetc set forth by S.Plates shat M located on born races or truss and placed w that center TPWRCA m SCSI.copes of Midi will be furnished upon request. linea coincide with Joint canter Imes. MITek USA.int./CamptTrua Software 7.6.7(1 L}E 9.Digin indicate Mm of plate in orches. 10.For beak connector plete design values see ESR-1311,ESA4988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TO: 2x4 KDDF #161TR LOAD DURATION INCREASE = 1.15 IC OND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x4 KDDF #1EBTR SPACED 24.0" O.C. WEBS: 2X4 KDDF STAND; Design conforms to main windforce—resisting 2x4 KDDF #16BTR A LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=23.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, I Truss designed for wind loads M-1.5x4 o equal et non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. vertical members (uon). 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. 6-04-07 5-08-09 ' T 1' 12 M-1.5x3 s 9.00 -f M-3x6 3 Q A111 I5x3 M—ix6 M-3x4 y y y , n ,() P OF4- 6-02-11 5-10-05 y1-00y 12-01 0y 3 co 'C..'s fiR /©il .. 89200PE r- JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX — P1AFW ' Scale: 0.2716 ry , WARNINGS: GENERAL NOTES, unless olhemise noted. tV ��� . 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for en Individual 7 , i Truss: P 1AFW and Warnings before construction commences. building component.Applicability of design parameters and proper -af w 2.2e4 compression web bracing nut u Installed where Mown v. Incorporation of component la the responsibility of the building designer, Al/^ 4 1 A. 2,3.7 " 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced: at 'V/ iv. Y Is the responsibility of the erector.Additional MM bracing of 7 continuous and a til o e rsuch plyplywood unless braced throughout melt length by "R R{L\- Pena continuous t Id o.ng such as sly nsbraced(TC)throughout and/or sir hngBC). DATE: 3/7/2016 the overall structure la the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where Mown+• S E K 17 8 617 6 4.No bad should be applied to any component until ager all bracing and 4.Installation of truss la the responsibility of the respective contractor. 4•: fasteners are complete and at no time should any bads greater than 5.Design assumes trusses aro to u used Ina nentorraelvs envlranmeM, and are for"dry condo en"of use. TRANS I D: LINK design bade be applied to any component.assumes no responsibility for me s.Design assumes MI bearing at al supports Mown.Shim or wedge If EXPIRES: 12/31/2017 s.compurna has no centro)over and fabrication.handling,shipment and installation of component. 7.Design adequate drainage Is provided. March 7,2016 8.Tha design is furnished subject to the limitations eat forth by B.Plates shal be located on both faces of truss,and placed so their uMer TPIM/ICA In SCSI,copies of which will be tumlahed upon request. Ines colndde with joint center linea. 9.Digits Ornate sire of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.7(11_)-E 10.For basic connector plate design values us EB19-1311,ESe-lass(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" OND. 2: Design checked for net(-7 DC: 2x9 KDDF #19BTR LOAD DURATION INCREASE = 1.15 g (- psf) uplift at 24 "oc spacing. 1 BC: 2x9 KDDF #16 BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND; ICOND. 3: 150.00 PLF SEISMIC LOAD. 2x9 KDDF STAND; A LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. TON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=29.9ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, NOTE: 2x9 BRACING AT 24"OC UON. FOR End vertical(s) are exposed to wind, ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 DOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous M-1.5x9 or equal at non-structural vertical members (uon). bearing wall for entire span UON. 2-10-03 6-07-10 11-05-03 '1 4 T T 2-08-03 6-11-11 5-05-13 5-09-05 T T T T '1 12 12 9.00 P7 M-4x6 M-7x8 Q 9.00 •b M-3x9 I, 1 f M-3x6 I'� 0 , r A 0 o o 1 O1 M-7x8 Li 6 M-3x10 0.25"B M- x6 10 IIM-4x9 M-5x6(S) M-3x5 l y y y 2-06-07 7-04-15 5-05-13 5-05-13 y c 5, GINE, tie/ l 20-11 y � f la (3� .�..-892QUPE 414 9r' JOB NAME : ENGLISH REVIVAL RIVER' TERRACE 5 PLEX — P1BFW Scale: 0.2053 WARNINGS: GENERAL NOTES, unless otherwise noted. -�.� 4011 Truss: P1B'�'] 1•Buntler end erection ceMndor awuldheadvised of all General Notes I.ma design Abased only upon the parameters shown and Is for an individual -�,7G� OREGON �)a-.. and Warnings before ceestrudlon commences. building component.Applicability of design parameters and proper r� '�[T 2 2a4 cempreSE web bracing must be Insistbtl where shown+, Incorporation of component h the rasponsibtly of the building designer l,. r}' 3.AddltIonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at { M A 17 "'�"" Is the respondbility of the erector.Additional permanent bracing of Z o.c.and et t0 o.c.rsspsdhety unless braced throughout their length by - 1 Y h..: DATE: 3/7/2016 the overall structure IsNe responsibility of the building designer. 2,Impa continuous e,suerh esatywgre vire Mere)ee tlrywan(BC). � �� 4.No load should be applied to anycomponent Mn ager all heed and 4.In Impel bridging true or he rel bracing required Mere shownco • SEQ.: K 1 7 8 6 1 7 7 etasu p 4.DetelnloessrIsthe e uresponsibility ins en respective contractor. /estign br.aro complete and n no mpotime should any loads greater man 5.end are assumes trussed are to be used In a non<orroelvs environment. TRANS ID: LINK aedgnwae.M.ppheroanycenponent. am.eefor'dry condition"au». 5.CompuTnn hes no control over and assumes no neporislbllay for the R Design assumes full bearing et al supports Mown.Shim or wedge if EXPIRES: 12/31/2617 fabrication,handling,ahlpmant end Installation of cemponenla 7.Design assumes adequate drainage Is provided. 9.This design is furnished wbfed to the limitations est forth by S.Plates shall be Faceted en beth faces of truss,end placed so their center March 7,2016 TPUWTCA in SCSI.copies of which win be fumhhed upon request. Ines coincide with Joint center line. MITek USA,Inc./CompuTrua Software 7.6.7(1L)-E 9.Digit Intlksh size of pate In Inches. 10,For basic cennedor plate design values see E513-7311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER 4PECIFICATIONS TRUSS SPAN 3'- 6.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 204 KDDF #1gBTR LOAD DURATION INCREASE = 1.15 ICOND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 KDDF STAND LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP Wind: 140 mph, h=20.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD= 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. vertical members (lion). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Vote:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 3-06 q •( 12 9.00 17 M-1.5x3 4 [ A 0 0 O r) o ,-t I wr ,A. -3x4 M-155x3 l l 1 l 1-00 3-06 0-03 VO PROpe 44 -7 • , GNE #9 c.. '' 89200PE r" JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX — P1CFW Scale: 0.5996 WARNINGS: GENERAL NOTES, unless otherwise noted. �.,�y/+.ate a4. .�'� � I.Binder and eredbn coniredor ahold be advisstl of all General Notes I.b�d comport M A� bilit oof he design parrashown eters s d proper individual 7 TTllSS: P1CFW 2s4 wemrsshaw. nob bnewdmu be Instated where shown+. 2.Design assumes the top and bottom chords to be laterally braced al L,© - +�l T 3..Additional temporary bracing to insure.lability during construction y o.c.and a1 IP c.c.respectively unless braced throughout iheh length by ��' C.j y�\ V 1s the responsibility of the erector.Additional permanent bracing of continuous sheeting such as plywood sheathing(TC)andlor drywall(BC). 'xw R! {r. DATE: 3/7/2016 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown* SEQ.: K17 8 617 8 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ins noncorrosive environment, deign loads be applied to any component. and ars for"dry condition"ri of use. EXPIRES: �XP I ey ES: 12/31/2017 rT yry.1(rat 01'7 TRANS D. LINK 8.Design eswmesfuA bearing at all suppose shown.Shim or wedge if t [ LGl7 1L 5.CompuTrus hes no control over and assumes no responsibility for the necessary. �+ fabrication,handling,shipment and inetallason of components. 7.Design assume.adequate drainage Is provided. March l l /�7,r�G0 1 V 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed Cu their center TPINJTCA in SCSI,copies of which will be furnished upon request. 9.Ines.oinddde with joint t cent eriliness.. indicatMITek USA,Ino.ICompuTtUs Software 7.6.7(1L)-E to.For bask connector pale design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -7) 30 2- 9=(-23) 297 9- 3=(0) 143 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. ) (-27) 2B7 6-10=(0) 143 WEBS: 2x4 KDDF STAND 2- 3=(-936 96 9-10= 3- 9=( 0) 0 10- 7=(-23) 297 LOADING 3- 6=(-287) 95 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSE 5- 6=( 0) 0 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-436) 96 TOTAL LOAD = 45.0 PSF 7- 8=( -7) 30 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -60/ 418V -37/ 37H 5.50" 0.67 KDDF ( 625) OVERHANGS: 8.0" 8.0^ 8'- 2.0" -60/ 418V 0/ OH 5.50" 0.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Unbalanced live loads have been considered for this design. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 2-07=11 2-10-10 2-07_11 ff fMAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" 2-09-11 0-06 2-10-10 0-06 2-09-11 MAX LL DEFL = -0.013" @ 5'- 10.0" Allowed = 0.242" / i f I .,' .t' f MAX TL CREEP DEFL = -0.018" @ 5'- 10.0" Allowed = 0.362" MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" 2-04 2-04 1 1' f MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.5" MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" 12 12 9.00 17 9.00 Design conforms to main windforce-resisting M-4x63 system and components and cladding criteria. 5 M-4x6 Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O �� Todd duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N I 4-05-11 ? 1 AgligilZmimmommimmilm=======m2.11111166. -/. o -' iiMrI� p 9 10 �� �� M-3x4 M-3x5 M-3x5 M-3x4 l ), y y 2-07-15 4-02-03 2-07-15 yl' Yl • 0-02-03 8-02 0-02-03 � O PF �ti � c.\ ‹c„, NE�� /0 0. 44 4c` 89200PE 17<' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - P2CAP ��. Scale: 0.4858 .0�': WARMNOS: GENERAL NOTES, unless otherwise noted. ft0OREGit ON y /�, Truss: P2CAP 1.Builder and erection contractor trod be advised of all General fates 1.This design N based only upon the parameters shown and is for an Individual 71- OREGON .Q .cod Wamings before wnaivalon commences. building component.Applicability of design parameter,and proper Al V 2.2s4 compnesion web bracing must be installed Where shown�. Incorporation of component N the responsibility of the budding designer. Gd ) 44"I 1 4 2P\ .4" 3.Additional temporary bracing b inure*teddy during on east ion 2 Design assumes the top ark bottom s braced to be laterally braced al / V Is the neponabAty of the erector.Additional permanent bracing of 2•o.e and H 10 o c reach a plywood uncles braced Ihroug nal n dry length by DATE: 3/7/2016 the ovens structure I.the responsibility oris building designer. continuous sheatgng such as pyweod sheathing(TC)amor drywaA(BC). M,� I R I E, V) 3. ImImpactbridgingdginp or Wend bhang required where shown, SEQ.: Ki7 8 617 9 4.Na dad should be applied N any component until eller all dIn haring end 4.Installation Ohms N the responsibility of therespectNe contractor. fasteners ere complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-conoewe environment, TRANS ID: LINK design loads beapplied toanycomponent. end are for"dry condndn°muse. 5.CumpoTrue hes w conhol over and assumes no responsibility for the S.Design N gn assumes g bearing at all supports own.Shim or wedge if EXPIRES: 12/31/2017 radioed.,handling,shipment end metaltetlen of components, neeesn c .A 5.ThN design Is furnished subject b me umnetiona set forth by T.Design assumes adequate drainage Is pressed. March 7,20 16 S.%ateabe tinted on both laps of Wes,and plena w melt comer 9W TPTCA In SCSI,copies of which MI be fumdhed upon request. Anes coincide with joint center lines. Wee USA,Inc.ICompuTrue Software 7.6.7(h )-P 9.Digits indicate are of pled In Inches. 10.For basic connector ptete design values see ESR-1311.ES13-19513(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" MOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 ICOND. 3: 150.00 PLF SEISMIC LOAD. 2x4 DF 2400F Ti, T5 SPACED 29.0" O.C. BC: 2x4 KDDF #i&BTR Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=25ft, 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.0, MWFRS(Dir), load duration factor=1.6, __________________— --- __________ LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, NOTE: 2x4 BRACING AT 29"OC UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 DON. M-1.5x4 or equal at non—structural vertical members (uon). 15-09-11 6-02-10 15-04-11 f T T T 7-11-09 7-03-07 6-06-11 7-03-07 7-11-09 q 4 1 4 , T 12 12 M-4x6 ..M-6x6 Q 9.00 9.00 4 y M18HS-5x16(S) M18HS-5x16(S) 0.25" 0.25" 1111111 0 2 'I iiil1iLAl "AIiI . - /mow 1 0 i, M-1?5x3 M--x8 M--}x6 M-1125x3 1o M-4x6 M-3x5(S) M-4x6 l y 1 y ), l 7-09-08 7-03-07 6-11-15 7-01-11 7-09-08 cPR.Ok- y yl 4� c' 17-00 20-00 G1N / y �. <4.. , ©*1 1-00 37-004c. 89200PE 'f JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX — P2FW 4P,Iro. !Scale: 0.1911 '^ — , WARNINGS: GENERAL NOTES, unless otherwise noted OREGON � /a 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shoos and is for an individual 'Z. VA"lL.o '4/ Truss: P2FW - and Warnings before consiry lion commences. building component.Applicability of design parameters and proper -7�f 2 P�' 2.204 compression web bracing must be Metalled where shown«. incorporation of component b Me rasponsibllfty of the building deelgner. *�1 /r 14 9.Addmenel temporary bracing to Insure stability during construction 2.Design and et l y the tap and bottom c.o.respectively seachoH to be laterally bread et '�/�A 0.. 't 0- DATE: ` {'� aced throughout their length by la the responsibility of the erector.Adtltllonal permanent bracing of 7 continuous at such as plywood aheetirg(TC)and/or dryweA B 1. R` R_`y,1.- J DATE: -3/7/2016 the overall structure la the reeponslblity of the building designer. 3.b Impact bridging or lateral bracing required where shown«« 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. SEQ.: K 17 8 618 0 fasteners era complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK dedgn loads be applied to any component. end are for Sy condition"of use. 5.CompuTrva hes no contrvi over and assumes no responsibility for Me a Design assumes fug bearing al al supports shown.Shim or wedge if A. r�EXPI RES: 12/31/2017 fabrcation,handling,shipment end installation of components. 7.Design ssumes adequate drainage is provided. March 7,2016 I.This design is furnished subfed to the limitations set forth by 8.Plates shall be bated on both feces of truss,end placed so their center TPI/WICA in BCSI,copies of which wig be furnished upon request. B.Digitss coincide cdth joint center indte then teiMM. Wee USA,Inc.ICompuTfus Software 7.6.7(1L}E 10.For basic connector plate design values see ESR-1311,ESR-7058(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x9 KDDF #16BTR IBC 2012 MAX MEMBER FORCES 9 /Cq=1.00 BC: 2x9 KDDF CAMLOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-37) 51 3-5=3-5=)-(-210) 132 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 2-3=(-89) 70 LOADING 3-9=( -7) 3 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 BEG REQUIRED BRG AREA TOTAL LOAD= 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 407V -23/ 72H 3.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -42/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (non). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.082" @ 2'- 11.6" Allowed = 0.332" MAX TC PANEL TL DEFL = -0.115" @ 2'- 11.6" Allowed = 0.998" 5-08-09 0-03-12 f MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 4.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 9 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3X5 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, �) '/ Truss designed for wind loads M-1,5x4 in the plane of the truss only. 1 .i wt rn Truss designed for 4x2 outlookers. 2x4 let-ins M-3x5 s o of the same size and grade as structural top ,,,,,„„,„,il........ d. ru chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are `O 2 permissible at inlet board areas only. rh 1 0 I KO 0 5 M-3x4 M-1.5x3 J• 1 5-08-04 0-03-12 1 , 1-00 6-00 y 0) PROFS' ''� j� w` � ` � '`� 89200PE < JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - Il Scale: 0.5771 --� ��r mown WARNINGS: GENERAL NOTES, unless otheno.noted. � Ct. Truss: I1 Builder and erection contractor Mould be advised Mal General Notes t.Thle design is based only upon the parameters shown and Is for an individual -7� OREGON A J*s4 and Wanting.before construction commences. building component.Applicability of design parameters and proper rT f Y Ys K✓ 2.2a4 compression web brodng must be Instated Where shown 0. incorporation of component Is the responsibility of the building designer. 2 *- 3.Addfthnal temporary bracing to insure stability during construction 2.Desitin aswmas the top and bottom o b to be laterally braced at �� }A is the respondbllty of the erector.Additional permanent bracing of T o c and at 7 V o c reach. plywood untese brand throughod IMir length by 1 Y 3/7/2 016 me overall stnrcture is IM responsibility of me bui ding designer. 2s Impost Mging on ateh ae oWnre a required here own c drywaN(BC). � it- - DATE: �. 4.Na load should be applied to a3.le Impact bridging or the sal bracing roqulree where Mown A: SEQ.: K l7 8 6181any component until after all bracing and 4.Installation of truss Is the reywnsibNly of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corroske environment, TRANS I D: LINK design loads be applied to any component and are for"dry condition"of as. 5.I nnpol,us has no control over and aasuer no ape loblldy for the Q Dnecessary. e . ssarye.Nil bearing at all supporta Mown,Shim or wedge if EXPIRES: PIE / 11201 fabrication,handling,shipment and Installation of components. 6.This design is furnished subject to the Imitations set forth by 7.Designtesassumes etled all De located on both faces drainage Is true,a. March 7,2� 6 TP WYfCA in EMS!,copies of which w11 be/umlshetl upon request. N fines coincide with Jaunt center linecoa of bun,and placed so their center MITek USA Inc./CompuTfUa Software 7.6.7(1 L}E s. 9.Digits indlcete size of plate In Inches. II.for baste connector plate design values see ESR-1311,ENR-79"8(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-04-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2196) 306 1-6=(-357) 1631 6-2=( -131) 1069 2-3=(-1195) 216 6-7=(-355) 1612 2-7=( -973) 220 WEBS: 2x4 RODE STAND; LOGrIuG BE: 2x6 KDDF STANDR 3-4=( -221) 252 7-8=(-212) 836 7-3=( -283) 1768 2x4 KDDF #lb BTR A LL = 25 Ground Snow ( 9-5=( 0) 0 3-8=(-1616) 342 TO UNIF LL( 50.0)+DL( 20.0))=" 70.0 PLF 0''-- 0.0" TO 12'- 1.0" V 8-4=( -234) 193 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 192.2)+DL( 133.8)= 275.9 PLF 0'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX BORE BRG REQUIRED ERG AREA RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEINIAL BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND SAC 2012 NOT BEING MET. 0'- 0.0" -303/ 2090V -169/ 334H 5.50" 3.34 KDDF ( 625) O 12'- 1.0" -400/ 2090V 0/ OH 5.50" 3.34 KDDF ( 625) Single member as shown. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Hangers attached to the bottom chord AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. will have 1.5" max. nail penetration. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. an For hanger specs. - See approved plans 9-09-15 3-08-03 3-08-03 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.028" @ 4'- 3.2" Allowed = 0.372" fT MAX TL CREEP DEFL = -0.063" @ 4'- 3.2" Allowed = 0.558" 12 M-1.5x3 S MAX HORIZ. LL DEFL = 0.007" @ 11'- 7.5" 9.00 7MAX HORIZ. TL DEFL = 0.012" @ 11'- 7.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x6 End vertical(s) are exposed to wind, 7/,, Truss designed for wind loads in the plane of the truss only. I <0 Ad111111111MI MI i u1 IIIIIIIIII ,t., 0 M-3x5 O1 x o I 6 7 n g I M-5x10 M-3x6 7M-6x6 M-6x8 y 9-03-03 y 3-06-07 9-03-07 C .\54,y ` � GRyr 12-01 V,w ' 89200PE r r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - HGIRDcale: 0.3131 � ,e--- ' WARNINGS: GENERAL NOTES, unless otherwise noted: .ate �� �`�� �.. 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown end is for an individual 7 1 Truss: HG I RD and Warnings before construction commences. building component.Appllnbilly of design parameters end proper I(� � 3.2v4 compression web bndng mute be installed where shown+. Incorporation of component lathe responsibility of the building designer. �iO •Y '�4 3.AddltNnal temporary bracing to insure stability during construction 2 Design and at 10 the lop and bottom chards to d t roughoaterally breced al Is the responsibilityI the erector.Additional permanent bracing of T o.c.entl et 1g o.c.raspectNely uMaee braced throughout their length by t o continuous ahselhing such as pywood M•alhing(TC)and/or dryw aRBC). LA., DATE: 3/7/2016 the overall structure la the responsibility of the building designer. 3.2e Imped bridging or lateral bracing required where shown a a SE K 17 8 618 2 4.Nos bad Mould be appl ed to any component until eller all bracing end 4.Instillation of truss Is the responsibility of the respective contractor, Q• /sstenan en complala and at no time should any loads greeter then 5.Design assumes trusses are to be used Ina non-corrosive environment, design bade be applied to any component. and are for"dry condition"of use. 1X3fl ry1/20I�('y1 TRANS ID: LINK sparse 8.Design ssumesfulbearing atatsupports shown.Shim orwedge if EXPIRES: 5.Com True hes no control over and assumes no responsibility for the necew fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. March 7,2016 8.This design is furnished sub(ed to the limitations set forth by 8.Plates Mag be located on both faces of truss,and placed no their center TP WWCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1980(MITek) LUMBER SPECIFZCATIONS This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 ROOF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1bBTR SPACED 29.0" O.C. 1-2=( 0) 37 2-5=(-37) 51 3-5=(-210) 132 WEBS: 2x9 KDDF STAND 2-3=(-84) 70 LOADING 3-4=( -7) 3 TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 POP BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) 0'- 0.0" -95/ 407V -23/ 72H 3.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -42/ 270V 0/ OH 5.50" 0.43 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 'COND. 2: Design checked for net(-7 psf) uplift at 24 "cc 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.082" @ 2'- 11.6" Allowed = 0.332" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.115" @ 2'- 11.6" Allowed = 0.998" f T f 12 4.00 2 M-1.5x3 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. 3 9 Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, jr End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti r1 0 2 M O 5 M-3x4 M-1.5x3 l 1 1 y y 5-08-04 0-03-12 1-00 y 6-00 P n.Opts NGIN> �� S/0 89200PE r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - I2 Scale: 0.5771 -+'� R WARNINGS: d\ C^G�..+•'�, GENERAL NOTES, union dlerwhe noted: .,„„,n- OREGON Truss: I2 Bustler and erection nsnsls or snood be advised or all General Notes buil design is based only pl caupon the parameters parameters Mown and Iso an Inaly tlual �� ��Cf /1t i A. pop Wamlrps beroro censirvdbn cemmences. building component.Applicability or design parameters arM proper r� EGOI Y ./ 2.2a4 compression web bracing must be Installed where shown.. Incorporation or component Is me rosponsibMny or the building designer. 3.Adtlnbnel lemporory bnchp to Insuro stabllny during cansirucllon 2.Design wanes the top and bottom chords to be laterally braced al '7 1 A A DATE: 3/7/2016 la me raeponadgty o/the erector.Addmonal permanent bracing or Y o.c and at 10 o c reepadively anises braced throughout their length by v Y L Me overall structure la the responsibility of the building designer. I continuous n dgi g sheathing such as plywood sheathing(TC)and/or drywan(BC). �v �� • S EQ.: K 17 8 618 3 4.Na rolls annum be applied to any component amu after all bradsand 3,2a Impact bddping or Bra re bracing requiredof where shown•t a• ,L77 taeteners era ecmpleta and at no the should anyloads g 4.Installation of truss is the rate bebnily of the respense contractor. TRANS ID: LINK greater than 5.DesignaaeumestrusseearetobeusedInanon-corrosive environment, ae.Ign bade be applkd to any component. and are for°ary condition"or use. 5.CompuTrue has no control over end assumes no reeponaldlny for the S.Design assumes Ng beedng et an aupports Mown.Shin,or wedge if fabrication.handling,shipment and installation of cemponenta. mammary. EXPIRES: 7213112Q17 S.This design is furnished subject to the limitations eat bah by 7.Design assumes adequate drainage Is prodded. TPIANI'CA in SCSI,copies of which will be rumished upon request. S lines coincidL Plates shal e with john certercated on rllineas of truss,end pieces n their center March 7,2 16 MITek USA,Inc./CompuTrus Software 7.6.7(1L}E g.Digits Indkateelzashutese inches. al 10.For basic connector putts design values see ESR-7311,ESR•1 BS8(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC 0!E,BSR_AN!!!!';'u) EECIFICATIONS 37-Oo-00 GIRDER SUPPORTING 9-02-0FROM Non-Re00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE :00E21 1.15 (Non-Rep) 0) 70 2-12=(-302) 332012- 3=( 0) 2909-17=(-124) 1334KDDF #1&BTR4348) 53612-13=(-304) 33163-13=( -382) 184KDDF #166TRLOADING3926) 60213-14=(-224) 304613- 4=( -82) 242KDDF STANDLL = 25PSF GrounSnow (Pg) 3750) 65814-15=(-292) 35284-14=I -474) 278 SUPPORT <= 12"OC. UON. TUF LL( 50.0)+DL( 20.0)= 70.0PLF0'- 0.0" TO37'- 0.0" V2979) 53915-16=(-522) 47025-14=( -350) 2082 SUPPORT <= 12"OC. DON. BUF LL( 0.0)+DL( 20.0)= 20.0PLF0'- 0.0" TO26'- 0.0" V3952) 71416-17=(-738) 556214- 6=(=1442) 328BUF LL( 89.6)+DL( 91.7)= 181.2PIF26'- 0.0" TO37'- 0.0" V4956) 88017-10=(-790) 557615-15=) _982) 27986094) 1008: 12.0" 12.0" 9-10=(-7248) 109815- 8=(-3380) 730ADDL: BCCONCLL+DL= 2812. LBS@25'- 9.5" 0) 708-16=( -684) 366616- 9=(-1094) 260BOTTOM CHORDCHECKED FORA0PSFLIMITEDSTORAGE2 ) complete trussesrequiredLIVELOADATLOCATION(S) SPCIFIEDBY IBC012.tach 2 ply with3"x.131DIA GUNTHEBOTTOMCHORDDEAD LOADS A MINIMUM OF 10 P. BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA ils staggered: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) " oc in 1 row(s) throughout 2x9 top chords, 0'- 0.0" =396/ 3053V -276/ 276H 5.50" 4.89 KDDF ( 625) /yVy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, 37'- 0.0" -819/ 5264V 0/ OH 5.50" 8.42 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 webs. OND. 2: Design checked for net(-7 peE) uplift at 24 "oc spacing. ��'HANGER TO APPLY CONC. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 LOADS)EQUALLY TO ALL MEMBERS. MAX MAX TL CREEP MAX LL DEFL = 0.090" @ 25'- 6.2" Allowed = 1.203" MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed = 1.804" MAX LL DEFL = -O.00l" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 36'- 6.5" 13-09 9-06 13-09 .( '� Design conforms to main windforce-resisting 6-02-02 5-07-02 1-1.1,4,r_. -12 4-09 4-09 1 11-11' 5-07-02 '1 6-02-02 T system and components and cladding criteria. T T 12 12 Wind: 190 mph, h=29.3ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, M M-3X9 M-?X6 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 5 6 load duration factor=l.6, 1 End vertical(s) are exposed to wind, •M-3x9 M-9x6 Truss designed for wind loads in the plane of the truss only. O M-3x4 +1 + + M-3x4 3 + O N " it �/� l14 .1 15' 16 17 1 a 1�M-3x5 M-115x3 M-3x4 .25" 0.25" M-1.5x3 M-3x8\ to � PR0� S M-7x8(5) M 7 y(s 28129 .. y ,I' �Giltl c `S'/©3r y y l y44, 17 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 J• P 1 y 1-00 r. 1-00 37-00 JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - Scale: 0.1411 P we+ It WARNINGS: GENERAL NOTES, unless otherwise noted. .�} (��'Gla y,Tly .. I.Builder and erection conbader should be advised of a1 General Notes 1.This design Is based only upon the parameters shown and Is for an individual 7 Truss: P 2 GI RD sue Vdrmings before centirudlen wmmenoes. building component.Applicability of design parameters and proper (} 2.2x4 enmprestun web btedng mut be Installed where shim,+. 2.(Design assumes Io then of �D end bottom chords nent N the to belty f laterally the ldbraa d a designer. ��� /��. '� 8• A.s'-' 3.Additional temporary bracing to Insure stability dump construction T e n,end et 10'on. rospedNely • udess braced throughout main length by >'!K(� �`'� \ T• lathe 0 reepeneibllty of the erector.Addllonel permanent bracing of continuous sheathing such ss plywood sheathing(TC)and/or drywe8(BC). R A,1++ DATE: 3/7/2016 the overall structure Is the nepondb8ly of the Wilding designer. 3.2t Impact bridging or lateral bracing required where shown++ SE K 17 8 618 4 4.No load should be applied to any component until after all bracing and 4.lntanatlen of trues Is the responsibility of the respectle centred°, Q. fasteners are complete and at re time should any roads greater then 5.Design assumes trusses are to be used Ina nonaornalve environment, design loads be applied to any component. and are for^dry coll beadition.of use. EXPIRES: 12/31/2017 TRANS ID: LINKG.Design assumes Nn bsadng et all supports own.shim or wedge if GAf (1 5.CompuTrve hes no control icor end assumes no responsibility for newssary. l., Q fabrication,handling,shipment end InttlaBon of components. 7.Design assumes adequate drainage is provided. March 7,2016 6.This design h furnished subled to the limitations eel fotlh by 8.Plates Man be located on both faces of buss,and placed so their anter TPUWfCA in SCSI,copies of which Nein be furnished upon request. fines coincide with joint center lines. 9.Digits Indicate eine of plate in inches. MITek USA,Inc./CarnpHTrus software 7.6.7(1L}E 10.For basic connector plate design values see EBR-7311,ESR-1880(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-02-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Re BC: 206 KDDF #16BTR P) 1- 2=( 0) 70 2-12=(-302) 3320 12- 3=( 0) 290 9-17=(-124) 1339 2- 3=(-9396) 536 12-13=(-304) 3316 3-13=( -382) 184 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3926) 602 13-19=(-229) 3096 13- 9=( -82) 292 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3750) 658 19-15=(-292) 3528 9-19=( -979) 278 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-2979) 539 15-16=(-522) 9702 5-14=( -350) 2082 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-3952) 719 16-17=(-738) 5562 19- 6=(-1442) 328 BC UNIF LL( 89.6)+DL( 91.7)= 181.2 PLF 26'- 0.0" TO 37'- 7- B=(-9956) 880 17-10=(-790) 5576 6-15=( -220) 1192 OVERHANGS: 12.0" 12.0" 0.0" V 8- 9=(-6099) 1008 15- 7=( -982) 2798 ADDL: BC CONC LL+DL= 2812.0 LBS @ 25'- 4.5" 9-10=(-7298) 1098 15- 8=(-3380) 730 -',- 10-11=( 0) 70 8-16=( -684) 3666 ( 2 ) complete trusses requited. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-1099) 260 Attach 2 ply with 3"x.131 DIA GUN LIVE LOAD AT LOCATION(S) SPECIFIED BY IHC 2012. nails staggered: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA `^/ 9" oc in 1 tow(s) throughout 2x9 top chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) /�\/](\ 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 ow(s) throughout 2x9 webs. 0'- 0.0" -396/ 3053V -276/ 276H 5.50" 9.89 KDDF ( 625) 37'- 0.0" -819/ 5264V 0/ OH 5.50" 8.92 KDDF ( 625) *"*HANGER TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. 1COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.090" @ 25'- 6.2" Allowed = 1.203" MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed = 1.804" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 36'- 6.5" 13-09 9-06 13-09 6-02-02 5-07-02 1-11-12 4-09 4-09 1-11-12 5-07-02 6-02-02 Design conforms to main windforce-resisting T 12 T T T f f T T T system and components and cladding criteria. M-5x6 M-3x4 M-5x6 12 9.00 7Wind: 140 mph, hts), Et, TCDL=6.0,BCDL=6,0, ASCE 7-10, 5 6- 7 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 AA M-4x6 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 3 /\ M-3x4 NN 4 0 1 12 13 K 'f �5' 16 Z17 1 I M-3x5 M-1.5x3 M-3x4 0.25" 0.25" M-1.5x3 M-3x81• o o M-7x8(S) o • sM-7xJI�' 0 "R V�p 8(S�-6x8 2815- *""y ) ) y 1 y y C .1�IYEt ©6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 .<<„,.. 4 s � . \ * '1• y1 l 1-00 37-00 1-00 A9200PE 9r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - P3GIRD Scale: 0.1911 WARNINGS: GENERAL NOTES, unless otherwise noted '0 /y=. Truss P3GIRD 1.Builder and erection wmractorshould beadvised u/ailGeneral Notes 1.This design is based only upon the parameters shown and isleranindividual '' OREGON C i and Warnings balers construction commences. building component.Applicability of design parameters end proper 2 Dt1 compression web bracing must be installed where shown+. Inarporetlon of component is the responsibility of the building designer. 't I �y, 3.Additbnel temporary bracing to Inure stability during construction 2 Design assumes the top and bottom chords b be laterally bread st vim^ / •A A ��}� "�+. is Me respontlbiYty of the erector.Additional permanent bracing of 2'o a end at 10 o e respectively unless braced throughout their length by 'v/ 1'i' 3/7/2016 the overall structure la the responsibility of the building designer. 2,Imp continuous sheaMbp such as p ming re sheathing(TC)here s and/or tlrywafl(BC). ��R 10- DATE: 4.Ne baa should be applied to am3.In Impact bridging or the lateral bredng required where shown+• SEQ.: K 17 8 618 5any component until after all bracing and 4.Installation of truss Is thresponsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-conoele enumnment, TRANS ID: LINK design bads be applied to any component. and ere for ary condition"oruae. B.ComWTrua has no control over end assumes no rospoalbllAy for the B.Design assumes ea NA beating et ail supports shown.Shim or wedge if EXPIRES: P'`E 2' 1/ 017 fabrication,handling,abipmant end bstalbtion of components, neausry' H 6.This design b furnished subject to the limitations est forth by 7.Design aoumeloaded e b dboth Is provided. March 1 7,2 1 6 TM/MCA TCA in BC31,a S.Plates be baled on both leas of trues,end plead no their center pies of MN be furnished upon request. Ines coincide with joint anter lines. MITek USA,Inc./CompuTrue Sortware 7.6.7(1L}E 9.Digits indicate the of plate in Inches. 10.For bask connector pate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE'/Cq=1.00 LUMBER SPECIFICATIO1-2=( 0) 37 2-5=(-31) 34 3-5=(-175) 115 TC: 2x4 KDDF #16LOAD DURATION INCREASE = 1.15 2-3=(-71) 49 BC: 2x4 KDDF #14SPACED 29.0" O.C. 3-9=( -7) 3 WEBS: 2x9 KDDF STA LOADING TC LATEL SUPPORT2" . DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF : LATE: su :.T:::120:. uw,C L PR " ODL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SS.IN• (SPECIES) 0'- 0.0" -44/ 366V -19/ 6018 3.50" 0.59 KDDF ( 625) VERHAN : 12. 0.0" 5'- 0.0" =35/ 225V 0/ OH 5.50" 0.36 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL * Foxngerpc - Seapproved plans REQUIREMENTS SF IBC 2012 AND IRC 2012 NOT BEING MET. o OND. 2: Design checked for net(-7 psf) uplift at 24 " c spacing• BOTTOM CHORD CHECKED FOR OOPSF 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" 9 -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.100" -MAX TC PANEL LL DEFL = 0.036" 6 2'- 7.5" Allowed = 0.262" MAX TC PANEL TL DEFL = -0.047" 9 2'- 5.6" Allowed = 0.393" 4-08-04 0-03-12 'c MAX HORIZ. TL DEFL = 0.000" 9 4'- g.2" 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, M-1.5x3 )All Heights), Enclosed, Cat.2, Exp•B, MWFRS(Dir), 4 load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti ti ti 2 I I ol 1 tS ldilliil I 5 / o M-3x4 M-1.5x3 ) ) ) 4-08-04 0-03-12 1 1 y 1-00 5-00 � ��a PROP w� NG,N4R sr©�9 :9200P r /. JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - I3 �' • / Scale: 0.5900 CAR .44 WARNINGS: GENERAL NOTES, unless otherwise noted. .{y ORG�OIV 1.Builder and erection contractor should be advised of a0 General Notes 1.building lifts design Is based Applicability upon nthe of tl aim parameters shown en end proper Individual / Truss: 13 .rad wY hang.herore aanwudlon commence., re component. Z y� �yO ,y}, 7 4 (3 40 2.2e4 compression web bracing must be installed where shown+. Design assuIncorporatiomes a component k the reepondsttty of the ally bre edatdesigner. C_ 3.Atldidomi lempanry dacinp ro Insure debility dudnp consbucllon 2•Dsalgn aewmea Ms top end bodom droMs to he lalerelly braced at j`] ` fJ. Is the respundbigN of the erector.Additional permanent bracing of o othwaou•sheathing such es respectively sheathing(TC)throughout drywall BC) - Fi R.I �"' `j DATE: 3/7/2016 the overall structure la the responsibility of the building designer. 3.9i Impact bridging or lateral bracing required where shown++ SE K 17 8 4.No load should be applied to any component until after an bracing and 4.Installation of truss la the responsibility of the respective conkedor. Q. . 618 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ins non-corrosive environment. design loads be applied to any component. and are for'dry condition"ri of use. EXPIRES: 12/3_1/2017 TRANS I D LINK ppons aYS.Design assumes NIbearing at all supports drown.Shim or wedge II • s.con arra.has no control over assumes no na Idr for the rwcesu /��CII� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded.enlsuI ,2016 B.This design Is hehed b)ed to the limitations set forth by B.Plates shall be located on both faces of truss,and pieced so their center MP TPWRCA In SCSI,copies of whloh will be furnished upon request. g,lines Intl ide des with told center l Inca. DigitMITek USA,Inc./CampuTrus Software 7.6.7(1L}E r0.For basic connector pkte design values see ESR-1311,ESR-1GM(Riled This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.2" TC: 2x9 KDDF #100TR IBC 2012 MAX MEMBER FORCES 9 /Cg=1.00 BC: 2x9 ROOF #16 BTR LOAD DURATION INCREASE = 1.15 1- 2=( -21) 18 8- 9=(-906) 390 8- 2=(-1297)-l247) 361 6-11=(0) 273 WEBS: 2x9 KDDF STAND; SPACED 24.0" O.C. 2- 3=( -407) 284 9-10=( -97) 630 2- 9=( -297) 1049 2x4 DF STAND A; 3- 9=( -304) 253 10-11=(-169) 1095 3- 9=( -91) 130 LOADING 4- 5=( -675) 307 11- 7=(-167) 1047 9- 9=( -771) 290 2x9 KDDF #16BTR B LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PIP DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( -990) 323 4-10=( -97) 398 TC LATERAL SUPPORT <= 12"OC. UPN. TOTAL LOAD= 6- 7=(-1976) 275 10- 5=( -68) 255 BC LATERAL SUPPORT <= 12"OC. UON. 45.0 PSF 10- 6=( -503) 244 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See a BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) approved plans LIVE LOAD AT CHECKED SPECIFIED BY IBC 2012. 0'- 0.0" -176/ 1148V -386/ 212H 5.50" 1.84 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 25'- 3.2" -178/ 1199V 0/ OH 5.50^ 1.83 KDDF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 0-05-06 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.034" @ 11'- 7.5" Allowed = 0.812" 2%03-09 9-06 13-06 MAX TL CREEP DEFL = -0.072" @ 11'- 7.5" Allowed = 1.218" T T T T 1-09-12 4-09 4-09 6-06-09 6-11-07 MAX HORIZ. LL DEFL = -0.014" @ 24'- 9.8" 12 'r fMAX HORIZ. TL DEFL = 0.024" @ 24'- 9.8" 12 12 9.00 9 00 Design conforms to main ree-resisting M-5x6 M-3x4 M-5x6 system and components andd cladding criteria. 3 Qin 4 7C Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.6, liAllir...M-3X4 ndVe rtical(s) areexposedowind,Truss designedforwindloadin the plane of the truss only. ,y B ti oo /- 111111111664., 11: --•'- uliiiiimumiminmEmmomm;mwmmmnimmmommmorA. 8** 9 M-1.5x3 0.25"10 11 -7 o M-3x8 M-1.5x3 M-3x4 1 M-5x8(5) y y y y y ~� 9� �� �� 0,5, 2-05 9-02-08 6-10-01 6-09-11 ‘AGI ' fry y G� , , 9 }1`25-03-04 �C/ �' '` 89200PE JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - P4 Scale: 0.2060 ` r460// . WARNINGS: GENERAL NOTES, unless aherwlse noted CC Truss: P4 1.Bumerand erealoncontreaorMould beadvised ofalGeneral Nebs 1.This design lebased only upon the parameters shown end Isfor anIndividual 'f7G OREGON ,tt1`=... end WarMrpe before conetruabn commences. building component.Applicability of design parameters and proper 7 2.204 compression web bracing must be installed where shown., Incorporation of component is the roeponstbllgy of the OuiNNng designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom Moble to be latently braced et �Q �7 y A V� DATE: 3/7/2016 la the reepentlMlly of the creator.Additional permanent bracing of 2 uses and et 10'ee o.c.respectively unless braced throughout their length by v 1 Y• the overall structure is the respensiblfy of the building designer. 2a Impact sheathing such as bracing sheathing(7C)ort(TC)and,or tlryweg(BC). � '���, J.to Impart bet In.to thlaterelpracingiyet the whpe Mown*♦ SEQ.: K 17 8 618 7 4.Ne load Mode be applied to any component until ever an brewing and 4.Installation of trues t.me responsibility of the respective amraaar, fasteners are complete and et no time should any loads greeter then 5.Design assumes hisses are to be used In a nen-cormslvs environment, TRANS I D: LINK design baa be spited to any component. .ntl.r.for dry condition"of use. 5.ComWTns has no control over end assumes no responsibility for the 8.Design assumes ftp bearing at all supports shown.Shim or wedge If �/ry pC fabrication.handling,shipment end installation of components. necessary. I� EXPIRES:RL eyley�jry ry,e.y. 8.This design is furnished subject to the limitations set forth by 7.Platten eft belocated eloeded en neath thlfee bprs,an March R t] L k] fG 11 TPVWICA In SCSI,copies ofwhbh wig be furnished upon request. 8 InePlais celes nrd with pint center lines. of truss,and placed so their center L MITek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits Indicate sirs of pleb In Inches. Software 1e For baste connector plate design values see ESR-7311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC 9-00-00 GIRDER SUPPORTING 10-11-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=(-34) 37 4-5=(-60) 255 1-4=( -66) 30 2-6=(-371) 68 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-39) 37 5-6=(-60) 255 4-2=(-371) 69 6-3=( -66) 30 WE: 2x6 KDDF STANDR LOADING 5-2=( -42) 383 WEBS: 2x9 KDDF STAND LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA BC LATERAL SUPPORT <= 12"OC. LION. BC UNIF LL( 112.0)+DL( 109.6)- 221.6 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -88/ 583V -60/ 60H 5.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0" -88/ 583V 0/ OH 5.50" 0.93 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. i Hangers attached to the bottom chord will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-7 psf) uplift at 29 spacing."or s in ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ 2'- 0.0" Allowed = 0.103" 2-00 2_00 MAX TL CREEP DEFL = -0.004" @ 2'- 0.0" Allowed = 0.154" f f f MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.5" MAX HORIZ. TL DEFL = 0.001" @ 3'- 8.5" M-1.5x3 M-3x8 M-1.5x3 2 3 -/ Design conforms to main windforce-resisting f- 1 system and components and cladding criteria. - - I I_I Wind: 140 mph, h=20.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads I o in the plane of the truss only. o I o 0I N N II -/f 4�! 5 ** 6 -.- M-3x4 M-1.5x3 M-3x4 • 1 l )' 2-00 2-00 J, 1 4-00 �tiv o PRoF4,6, " 89200PE c' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - IGIRDcaIe: 0.7317 0 CC WARNINGS: GENERAL NOTES, unless otherwise noted OREGON �Kr/ . 1.Balder end erection contractor should be advised of al General Notes 1.This design N based only upon the parameters shown and h for an Individual Truss: I GIRD trod Vvarntngs before contoabn commences building component.Applicability of design parameters and proper ///��� .`yam 2.2a4 Nmpro Won Nab bracing mut be installed where shown*. Inoarporatlon of component Is the responsibility or the building designer. ��€Q '+j,, �.y1 3.Addiionel temporary bracing to insure stability during construction 2 Design end d t 10'the tap and bottom chorely unless daced throughout their s to de laterally braced et �''') 1 `''L'1.`_ N the responsibSty of me aredor.Additional permanent bracing of conbnuousashe thing such as plywood shsething(TC)and/or drywel length �1-1' '" �J DATE: 3/7/2016 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral breang required where shown** SE K 17 8 618 8 4.No load should be applied to any component unto after all bracing and 4.Intalatlon of truss is the responsiblity of the respedwe contractor, 4• fasteners are complete and at no time should any loads greater than 5.Design assumes Trusses are to be used Ina non-corrosive environment, design loads be applied to any component. and are for"dry Nndhlon"of use. EXPIRES: yry c[v t ry/ry+l/ry('1s.7 TRANS ID LINKS.Design assumes Ng bearing at al suppotMo s.Shim or*edge if EX RES 11,7 I1 G111I • 5.CompuTrus has N control over and assumes no reeponsibllM/for the neo fabrication,handling,shipment and installation of components. 7.Designs sumes adequate drainage is provided. March 7,2016 S.This design Is furnished sublecf to the limitations set forth by A Plates shal be located on both faces of truss,and placed so their center TPVW1CA m SCSI,copies of*lith MAI be NmlMed upon request. Ines coincide With joint center lines. B.Digits indicate sire of plate In Inches. MiTek USA Inc./CompUTrus SOftWare 7.6.7(11)-E 10.For basic connector pate design valuessee ES14-1311,ESR-1 BBB(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" OND. 2: Design checked f LU: 2x9 KDDF C1TIOR for net(-7 psf) uplift at 29 "oc spacing. BC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.0, MWFRS(Dir), M-1.5x9 orLL = 25 PSF Ground Snow (Pg) load duration factor=1.6, equal at non-structural vertical members End vertical(s) are exposed to wind, (uon). 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �gote:Truss design requires continuous bearing wall for entire span UON. 13-09 9-06 13-09 1' 7-02-07 6-06-09 4-09 'f 12 T .( f 4-09 T 6-06-09 '1 7-02-07 T 9.00 M-5x6 M-3x4 M-5x6 12 4 5 6 9.00 sib M-3x6 M-3x6 y N+. E +; +: +e1000 a rOillii°1"1" o ►w \ o M-19 x3 100.25" 0.5r," 12 101o M-4x6 M-1.5x3 I M-5x8(S) o M-5x8(S) M-9x6 l y l 9-02-08 k k c P R OFt, 7-00-11 6-10-01 ,It---4' 6-10-01 C 4 1-00 37-00 +4CJ "" / -CC JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX — P5FW , 89200PE r Scale: 0.2329 WARNINGS, GENERAL NOTES, unless other-Mee noted: t' Truss: P5 FW 1.Builder end erection contractor should be advised of al General Notes t.This design a based only upon the ,Ar:OREGON and Wamings before mmtrudlon commences building parameters p ra meer and is or an individual .Ir� (-1 component.Applicability of design parameters and proper r �(j • 2.244 compression web bracing must be installed where shown«. Incorporation of component Is the responsibility of the building designer, �y 3.Additional temporary brecIng to Insure stability during no siruceon 2.Design assumes the top ern bottom chords to be laterally bread at -7 'f/� �} � ''(�` Is the responsibility of the erodor.Addgloml permanent bracing of To.c end al lP a.c respectively unless bncad throughout their length by •T f "�A` DATE: 3/7/2016 the overall structure a the responsibility o1 Me building designer. Ings continuous sheathing or such as plywood aired ng(TC)end/or drywaA(BC). mirk SEQ.: -K1786189 4.No load should be applied to any component until after all bracingand 4,Is Impact shrug or anal bracing required the whpre shewn+. � R �� fasteners are complete and at no time should anyloads 4,Inetale assumes of truss is the n.to be sea of the respective contractor. TRANS ID: LINKgreater than 5.Design trusser,area be used In a non<crrosee environment, design bade be applied to any component. and are for^dry condition"or use. 5.Compu7rve Mr,nocontrol over and assumes no responsibility for the 8.De signn assumes full bearing at al supports shove,Shim or wedge if EXPIRES: ...non.handling,shipment end inetaladon of components, ry' C/lr'RG u� 12/31/2017 6.This design Is amlMed weed to the limitations set forth by 7.Design assumes adequate drainage is provided. TPPWrCA in SCSI,copies of Mach we be furnished upon request. 8.piers coincdes shall eewith�int cent/mated on er llines.s,a of bass,end placed comely center March 7,2016 MiTek USA,Ina/CompuTrue Software 7.6.7(1L)-E 9.Digits indicate size of plate In Inches. 10.For basic connector pate Melon values see ESR-1311,ESR-19118(MiTek) ThisPacific design Lumber preparedandTruss-BC KDDF from computer input 625)by LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR TRUSS SPAN 2'- 3.5" 1_2=( 0) 72 2-4=(0) 0 BC: 2x9 KDDF #1sBTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG ARE BC LATERAL SUPPORT <= 12"OC. UON. A DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -56/ 313V -19/ 72H 5.50" 0.50 KDDF ( 625) 0/ OH 1.50" 0.07 ( LL = 25 PSF Ground Snow (Pg) 2'- 3.5" -20/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. 1'- 10.9" -26/ 96V TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = 0.002" @ 1'- 1.5" Allowed = 0.069" 1-11-11 MAX BC PANEL TL DEFL = 0.001" @ 1'- 1.5" Allowed = 0.092" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads gq in the plane of the truss only. o I 0 4 o /- c Pomo 4,11E2m0 M-3x4 Jr Jr y 1-00 2-03-08 PROVIDE FULL BEARI NG;Jts:2r 9,31VO P R Q � 89200PE r"' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - IJ1 Scale: 0.6696i"" WARNINGS: GENERAL NOTES, udder otherwise noted OREGON ��{,( le rr 1..nd aeh..been conlseor Mould n advised of all General Notes I.bbuildin comber A blnly Ory of parameters parameeteerrsaan prroope�individual 7� - � ��.. Truss: IJ1 and Wamkge on we conameion be in taste. Incorporation of component Is the responsibility of the building designer. 2.2z4 compression.rob brotlng mud be installed where Mown�. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing b Insure stability during construction T o.a and al id once respect Nely unless breced throughout their length by Fi L�- Is IM responsibility of me erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or nywall(BC). DATE: 3/7/2016 the overall amclure Is Me responabeity of the building designer. 3.Dt Impact bridging or lateral broeng required where Mown v v No bad should be applied to any component until alter all bracing and 4.Installation of trues Is the reeponsiblity of the respective contractor. SEQ.: K 17 a 619 0 4 faaeners are complete and at no time should any loads greater than 5. assumesDesign trusses are to be used in a noncorrosive environment, end arofor"dry conditionri of use EXPIRES: 12/31/2017 TRANS I D: LINK design keds be applied to any component. 6.Design auwnbc ell bearing at all supports Mown.Shim or wedge if 5.CampuTrus hes no control over and assumes no responsibility for the necessary. fabrication,handling.shipment and Inaallaten of components. 7.Design assumes adequate drainage is provided. March 7,201 6 8.This design is furnished subJed to the limitations bet forth by 8.Plates shag be located on both faces dem.and placed so their center TPINJfCA In SCSI,copies of which WO be furnished upon request. Nnes coincide 9.Digits Ind idte size I plate Incenterint inches. MiTek USA,Inc./CompuTfus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311.ESR.1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS - TRUSS SPAN 2'- 0.0" TC: 2x4 KDDF #16 BTR IBC 2012 MAX MEMBER FORCES F/Cit=1.00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4=(O 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-67) 33 TC LATERAL SUPPORT <= 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED BOG 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" -60/ 319V -19/ 72H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -34/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 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 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" fMAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10,9" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed fox wind loads ' in the plane of the truss only. ko 0 0 .-1.-1 I o , I o<r M-3x4 J• y y 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4,3 I "\((' � © PROP4- >" 3IN /0 89200PE <' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - ISJ1 "' ,/,,,,1.- Scale: 0.6696 .w� WARNINGS: GENERAL NOTES, unless otherwise noted '.0 /`(.... Truss: ISJ1 1.Builder and erection should 1.Thu design Is based onlupon the parameters shown and isfor anIndividual 7 OREGON / and Vdamings before construction commences. building component Applicability of design parameters and proper 2.9�4 compression web bndng mug be installed where shown+, Incorporation of component is the responsibility of the Wieling designer. "' �h �` 3,Additional temporary bracing to Inure stability during construction Z Design assumes the top and bottom chords to be laterally bresed at _7 •V VI+• Is the responsibility of the erector,Additional permanent bracing of 7 o.c.end at 10 o.c respectNely unless braced throughout their bnglh by 1 DATE: 3/7/2016 the overall structure is the responsibility of the building designer. continuous sheathing lateral as aplywoodcing re aired sheathing(TC)and/or drywaA(BC( 67 R R.. L�- eponaor 3.in Impact bridging or Nlenl bndng required where shown+• SEQ.: K 17 8 619 2 4.Na bad should be applied to any component until eller all bracing and 4.Installation of truss N the responsibility of the respective contractor. fasteners Sr.complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-correeNe environment. end are for dry condnbn TRANS ID: LINK design loads be applied to any component. or use. �R []�[ ryy/�(�q 7 B.CompuTnn has no control over and aaeurn no responsibility for the B.Design assumes fog bearing at ail supports shown.Shim or wedge if EXPIRES. 2/31/201 fabrication,handling,shipment end Installation of components. 7. wry' 8.This design h furnished subjed to the(imitation set forth by 8.Design assumes adequate drainage too.is trusse n March 7,2016 TPWOTEA in SCSI,copes of*filch will be furnished upon8.Plates shell be kuled on both races of trust,and placed so Meir unlet request. Anes coincide with joint center lines. MITek US9.Software 7.6.7(1 L)-E 9.Digits Indicate sire of plate in inches. 10,For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC TRUSS SPAN 9'— 8.0" OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. LUMBER SPRCIFICATIONS TC: 2x9 RIDE' #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resistrng BC: 2x4 KDDF #160TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 95.0 PSF End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PIP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP '4-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 9-10 4-10 T T T 12 12 IIM-4x4 12.00 127 2 N 12.00 - WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES),A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION SIITUATION.COMPETTENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE GN OL F THETAINED CING TO THE REH(NGE LATERAL CONNECTION BRACING TO THE HINGE TYPE CONNECTION. f Al 111111111111 -s MO ,-1 M I '-I , A 5 9 PRo 'ik.03 At y y S 1-00 9_08 ‘AGIN4- 6> 444 -7 89200PE 4' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - N1it Scale: 0.3898 � / WARNINGS: GENERAL NOTES, uNess otherwise noted' * ©IlGV7©IV �� 1.Builder and erection coriander should be advised of all General Notes t.This design M based onN upon the parameters shown and Is for an Individual {{ Truss: N1 and Warning.before omen/Won commences. building component.Applkabnby of dedgn parameter.end proper G./Q 1i 14 n 2.2x4 compro.Yun web bradng must be Installed where shown 4. incorporation of component Is the responsibility of the building designer. I L �+y, • 3.Additional temporary bracing to Insure stability during construction 2 z o.c.aawmee the top and bottom chords to d t rougho bread etW 44}/nom. (`� l`_ ['the responsibility of the erodor.Addnlonal permanent bracing of continuous sheathing such as plywood shctively unless eathing(TC)and/or and/or drywsl out their BC). "�R fl.1 8 DATE: 3/7/2016 the overall eructure le the responsibility of the banding designer. 3.2e Impact bridging or toteral bracing required where shorn•• 4.Na bed should be applied to any component until alter all bradng and 4.Installation of was is the responsiblity of the respedha contractor, SEQ.: K 17 8 619 3 fastenen ar.complete end at no time should any bads greater than 5.Design assumes trusses aro b be used in a non-corroshro environment. design baa be applied to any component. and are for"dry condition"ri of deal EXPIRES: 12/31/2017 TRANS ID: LINK e.Doran..wine.fulbe.nno a telwpponssirown.sirmorwedgeif S.CompuTrus has no.conbol over and aaeumee no responsibility for the necessary. fabrication.',widths,ampment and insalletlon of components. 7.Design assumes adequate drainage le provided. March 7,201 6 5,This design is furnished subject to the limitations eel forth by B.Plates shell be located on both faces of truss,and pieced so thelr center TPWFTCA in BC51.copies of ahkh will be furnished upon request. Ines coindde vdth joint anter lines. 9.Digits indicate sirs of plate in Inches. MITek USA Inc./CompuTrus Software 7.6.7(11)-E 10.For baso connector plate design values see ESR-1311,ESR-r988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 NODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 163 6-7=(-254) 228 2-6=(-578) 172 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. WEBS: 2x4 NODE STAND 2-3=(-397) 97 7-8=( -58) 69 2-7=( -32) 208 3-4=(-417) 112 7-3=( -30) 194 LOADING 4-5=1 -6) 163 7-4=( -70) 277 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8-4=(-578) 218 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 OVERHANGS: 15.0" 15.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -69/ 630V -217/ 217H 2.50" 1.01 KDDF ( 625) 9'- 2.0" -69/ 630V 0/ OH 2.50" 1.01 KDDF ( 625) •* Fox 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 net(-7 OND. 2: Design checked for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.004" @ -1'- 3.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ -1'- 3.0" Allowed = 0.125" MAX LL DEFL = -0.004" @ 10'- 5.0" Allowed = 0.083" 4-07 9-07 MAX TL CREEP DEFL = -0.005" @ 10'- 5.0" Allowed = 0.125" f f '( MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" 12 12 MAX TC PANEL TL DEFL = 0.142" @ 2'- 6.6" Allowed = 0.564" M-4x6 12.00 12.00 MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5" 3 9•0n MAX HORIZ. TL DEFL = 0.009" @ 8'- 11.5" 48 �� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 AIL ( / \ f- g it " M-61*.5x3 M-1.5913 Q 6.00 6.00 N 12 12 l b y y y 1-03 y 4-07 4-07 1-03 fi. � tO NR OF 9-02 y ,�CQ Nil 61t►4. /, 4cy vim ` 89200PE <" JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - N24111111r,' Scale: 0.3279tt WARNINGS: GENERAL NOTES, unless otherwise noted. >. Truss: N 2 1.Battler and erection contractor should be advised of all General Notes I.This design is based only upon the parameters Moven and Is for an Individual "'f7� OREGON 1e. and Warnings before construction commences bulging componentApplicability of design parameters and proper r" 'A. 2.1x4 compression web bracing must be Inelaletl where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Imre stability during=Mruction 2 Design assumes the lop end bottom drone to be literally beutl dt ''q �- 14 nL•a -'�.. Is the esponsibilly of the erector.Additional permanent bracing of • 7 o.c.ad et td o.c,respectively unless braced throughout their length by .:. DATE: 3/7/2016 the overall sirucere la the esponeiblily of the building designer. 3.Di Impact brdgingeontlnuotte iorr lateral brasuch as dng requl edwood hwhereOshown+• tlryweA(BC). `�?f�`� �� SEQ.: Ki7 8 619 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss b the esponstblM/of the respective contrador. '+` fasteners are complete and at no time Mould any bads greater than 5.Design aswmes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"oruse. 5.CampuTrua has no control over end"seam."no rsaponsibtidy forme 6.Design ego assumes NI bearing at 51 supports shown.Shim or wedge If EXPIRES: P' / 01 fabrication,handling,shipment and 111.911168°n of components. wry' 6.This design is furnished subject to the Imitations set forth by 7.Plates shall assumes aged located on ne drainage faces h provided. a. M'drCh 7 r 20 6 TPWVECA in SCSI,copes of which will be furnished upon request. 8 leePlats co ddaawit joint cenlsrhlineaa of truss,end plead w their center MITek USA,Inc./CompuTrua Software 7.6.7(1 L)-E 9.Digits iodide eke or Mete In Inches. 10.For basic connector plate design vsius see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-397) 115 4-5=(-214) 188 1-4=(-362) 141 5-3=( -43) 258 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-415) 137 5-6=( -58) 69 1-5=( -33) 208 6-3=(-362) 169 5-2=( -26) 184 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -64/ 413V -180/ 180H 2.50^ 0.66 KDDF ( 625) 9'- 2.0" -64/ 913V 0/ OH 2.50" 0.66 KDDF ( 625) *' Fox 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. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.054" @ 9'- 7.0" Allowed = 0.938" MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" MAX HORIZ. LL DEFL'= 0.005" @ 8'- 11.5" MAX HORIZ. TL DEFL = 0.008" @ 8'- 11.5" 4-07 4-07 T Design conforms to main windforce-resisting fsystem and components and cladding criteria. 12 12 M-4x6 12.00 17 'N 12.00 Wind: 140 mph, h=22.4ft, .0,BCDL=6.0, ASCE 7-10, 2 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ALEnd vertical ls) are exposed to wind, 11 uthe planess efor wind o of ads inonly. M-3x4 M-3x4 m1rXI o M-41:Sx3 M-1 <3 Q 6.00 6.00 p 12 12 y y y �4'.° PRQi• . 4-07 4-07 y GtN '' y 9_02 c�5 r�,N �;q ©e�� 4 89200PE r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - N3 Scale: 0.3281 . �'''.I �- Ais WARNINGS: GENERAL NOTES, unless otherwise noted: .! OREGON �t)i 1 BNder and eredlon contractor should be advised of ell General Notes 1.This design Is bawd only upon the parameters Mown end is for an Individual 7 v Truss• N3 and Warring•before construction commences. building component Applicability of design parameters end proper 2 • 2.2a4 compression web bracing must be installed where shown+. Incorporation of component lathe responsibility of the building designer. GO ''}" 14 v 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top end bottom chortle to be isleretiy bread at 'v V Is the roaponsibifty of the erector.Additional permanent bracing of 2 o continuous entl et 10 o n reepeals ip unlace bncad throughout Meir In gth by 41EA R 14 ` v germane 2'o.c. ndt 10'ong such ti el)Mvotl 3 bre e d thro)and/or tlrywe gth b L,+y DATE: 3/7/2016 the overall structure N the responsibility of the building designer. 3.2r!mind bridging or lateral bracing required where shown e 0 4.No load should be applied to any component until after all bracing and 4.matalation of truss is the responsibility of the respective contractor.SEQ.: K 17 8 619 5 fasteners are complete and at no time should any loads greater than 6.Des gn assumesm nes a e m ba used in s non�orrotl s environment, design loads be applied to any component and aro for"dry condition"of use. TRANS ID: LINK s.deepuTrusheenocodtoanycomponent. epenetMlyforth, 8.Degn assumes AA bearing atatlapportsshown.Shim orwedge if EXPIRES: 12131/2017 necessary. fabrbedon.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 7,2016 8.This design is furnished abed to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIIV/7CA in SCSI,copies of which WG be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate sire of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.7(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 9'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( -6) 163 6-7=(-2256) 2253 2-6=(-1069) 851 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-1571) 1353 7-8=(-2256) 2253 2-7=(-1475) 1623 LOADING 3-9=(-1571) 1353 7-3=( -982) 1132 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-5=( -6) 163 7-9=(-1975) 1623 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8-4=(-1069) 851 OVERHANGS: 15.0" 15.0" TOTAL LOAD = 45.0 POE' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 Ply Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -828/ 1123V -2000/ 2000H 2.50" 1.80 KDDF ( 625) ** For hanger s acs. - See LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 2.0" -828/ 1123V -2000/ 2000H 2.50" 1.80 KDDF ( 625) P approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for net(-7 ps f) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.004" @ -1'- 3.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ -I'- 3.0" Allowed = 0.125" 4-07 4-07 MAX TL CREEP LL DEFL =DEFL _ _0.004" @ 10'- 5.0" Allowed = 0.083" 0'- Allowed = 0.125" f f f MAX TC PANEL LL DEFL = 0.144" @ 16'- 7.5" Allowed = 0,376" MAX TC PANEL TL DEFL = 0.142" @ 2'- 6.6" Allowed = 0.564" 12 12 12.00 7 M-4x6 N412.00 MAX HORIZ. LL DEFL = 0.037" @ 8'- 11.5" ,0" 3 MAX HORIZ. TL DEFL = 0.040" @ 8'- 11.5" In ICOND. 3: 2000.00 LBS SEISMIC LOAD. 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, (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. /,41111111j M-3x5 M-5x8 1 m Dry 0 -."44111111111111111 I CN oN till ,S, 0'3x8 M-3/8 „ 6.00 6.00 L, 12 12 ) b y ) ) 1-03 4-07 • 4-07 y 1-03 �Q pQ k V la 9-022 89200PE 1 JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - NDRAG Scale: 0.3279 /�/�/� WARNINGS: 1/11 Cr GENERAL NOTES, unless otherwise noted. 1.Builder and enation contractor should be advised dell General Notes Truss: NDRAG and Warnings beton construction commences. 1.Thb:ng nerh based only upon the parameters shown and kr an Individual .�� OREGON building componentApplicability of design perimeters and proper 7 e r7G1�,77 V 2.2s4 compression web bowing drop be Mailed where shown a, incorporation of component la the rosponsheity of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be Ietenlly broad at � "' 14 !7�� DATE: 3/7/2016 is me responsibility Mile erector.Additional permanent bracing of 2 o.c.and at 70 o.c.respectwely unless braced throughout their length by L • the overall spuds..Is the responsibility of the building designer. continuous ridgingla,lateras.dng re uirewhere sant,sdrywaA(BC). ��. �� SEQ.: Ki7 8 619 6 4.Na teed Mould be applied to any cont3.2e Impact bridging or lateral bracing required where shown portent tool,iter all bracing and 4.InstallaDeign ass of buss b the re to be of the reapedwa contractor. fasteners are complete and at no time should any lads greater than 5.Deign assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design Pads beappn•dto any component. and are for"dry condition"onuse. 5.CompuTNa has a control own and mums no responsibility for the 8.Design assumes Ng bearing at ail supports sham.Shim or wedge II EXPIRES: f•bdcation,handling,shipment and Installation et component.. Deawry. 12/31/2017 9.This dellen Is furnished subject to the limitations set roan by 7.Deign assumes adequate drainage h provided. TPWVfcA In BCSI,copies of which wit be furnished upon request. A InePlais coincides shall eev4th)Dint entelocated on r lines. of Irate,and plead coihelrantef March 7x2016 MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digin malate colza of plats In inches. 70.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC 9-1::::42,-00 GIRDER SUPPORTING 25-03-04 I122:155 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=(-163) 1 4-5=(-257) 772 1-4=( -132) 61 2-6=(-1694) 421 TC: 2x4 KDDF #1SBTR LOAD RATION INCREASE = 1.15 (Non-Rep) 2-3=(-163) 1 5-6=(-257) 772 4-2=(-1694) 421 6-3=( -132) 61 ( 5-2=( -395) 2782 BC: 2x4 KDDF bl&BTR LOADING WEBS: 2x4 KDDF #16BTR; LL = 25 PIF Ground Snow (Pg) 2x9 KDDF STAND A; BEARING MAX VERT MAX HORN BRG REQUIRED BEG AREA 2x4 KDDF STUD 0 TC UNIF LL( 50.0)+D ( 22.0)= 70.0 ELF 0'- 0.0" TO 9'- 2.0" V BC UNIF LL( 290.9)+D ( 252.7)= 593.6 ELF 0'- 0.0" TO 9'- 2.0" V LOOCAT IOON50, 76/AC26012V -290/ACT290H 5?50" 4�5 ON KDDFPEC 625) TC LATERAL SUPPORT <= 12"OC. DON. 9'- 2.0" 76/ 2812V 0/ OH 5.50" 4.50 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. UON. BOTTOM CHRD CHECKED FOR A 20 PSE LIMITED STORAGE LIVE LOADAT LOCAT ION(S) SPECIFIED BY IBC 2012. THE BOTTOCHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Single member as shown. OND. 2: Design checked for net(-T psf) uplift at 24 "co spacing. Hangers attached to the bottom chord VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 will have 1.5" max. nail penetration. MAX LL DEFL = -0.037" @ 4'- 7.0" Allowed = 0.275" MAX TL CREEP DEFL = -0.082" @ 4'- 7.0" Allowed = 0.912" «« Fox hanger specs. - See approved plans 4_07 9-07 MAX HORIZ. LL DEFL = -0.003" @ 8'- 10.5" ,r '� MAX HORIZ. TL DEFL = 0.004" @ B'- 10.5" M-1.5x3 M-B:25, 5x8 M-1.5x3 3 y Design conforms to main windforce-resisting 2_ O system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. II__ ti :% A B m i o � F. ^I r, 1I( r L I I� ° IS I e I«�'� 6 , r r 4 a M-7x12 M-9x12 M-7x12 9-07 9-07 ,<<<�` Ss l y ,,,,C? 0NGLNEF; ra 902 (.;,o t, 89200PE r ....-- JOB JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - NGIRDcaIe: 0.3208 • "'�" �'i��//'y�yA�'� tx J WARNINGS: GENERAL NOTES, unless otherwise noted Q� IJIV �[,/. 1.Bu Wer and endlon wnbador shouto De advised of a0 General Notes i.�'�design Is baa^d snNiubll the I design len slrot nand dIS fa"n individual �y�Q r � 4 \ Truss: NGIRD end warnings before conwuaron<ommeneae. ng compene pP iyo parame proper 2.244 compression web bradng must be Installed where shown«. Incorporation of component is Me reepondbllity of the building designer. 2P 4 2.Design assumes the lop and bottom chortle to be laterally braced a 3.Additional temporary bracing b insure stability during construction T o c and at l O s.c.respectively unless braced throughout their length by R RIX-A-- DATE: � { �, Is the responsiblAy of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)end/or drywall(BC). A 7 1-"1 L DATE: 3/7/2016 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown..« 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the respensibtlty of the reapective contractor. SEQ. : K 17 8 619 7 fasteners ere complete and at no time should any loads greater then 5.Design assumes mosses are to be used in a non-corrosive environment, comportsnt. and are for"dry oondPoon'ofuse. �XP��EXPIRES: 12/31/2017 TRANS ID: LINK design bads be applied to any6.Design am :intones NA bearing at sig supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the necessary. ,A�+ V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage N provided. March I,,17,20 1 6.ma design is famished subject to the limfations eat forth by 8.p Plates eshallbe located ins centerboth Afaces of buss,and placed so their center TWA/MA In SCSI,copies of which MI be furnished upon request. es. g,Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1886(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&RTR SPACED 29.0" O.C. 1-2=( -7) 30 2-6=(-555 709 6-3= 0 177 WEBS: 2x9 KDDF STAND 2-3=(-562) 300 6-9=(-555) 709 ( ) LOADING 3-4=(-562) 300 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-5=( -7) 30 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 8.0" 8.0" TOTAL LOAD = 95.0 PDF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -135/ 991V -1225/ 1225H 5.50" 0.79 KDDF ( 625) 8'- 2.0" -135/ 991V -1225/ 1225H 5.50" 0.79 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (aces). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 ps f) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.094" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" 4-01 4-01 MAX LL DEFL = -0.000" @ B'- 7.1" Allowed = 0.044" ,r MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" 4-09 MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed = 0.295" 14-09 MAX TC PANEL TL DEFL = 0.061" @ 5'- 9.2" Allowed = 0.993" 12 12 MAX HOAR. LL DEFL = 0.006" @ 0'- 5.5" 9.00177 IIsi-4x9 MAX HORIZ. TL DEFL = -0.006" @ 0'- 5.5" Q 9.00 34.0" �� IC:OND. 3: 150.00 PLF SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ua �I x 0 1 r /C la 0 6 ��, fo M-3x4 M-1.5x3 M-3x4 1 l 4-09 4-09 o-0z'03 8-02 y y 0-02-03 °`'' 89200PE C JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - P5FWCAP Scale: 0.9858 . 'Pe . AO WARNINGS: GENERAL NOTES, unities otherwise noted. le 7.y=, 1.Bidder and I.Thisdesignisbasedonyupentheparameter,enownandisforanindividual - ' OREGON t././ Truss: P5FWCAP and Warnings before consbudbn commences, building component.Applicability of design parameters end proper 2.204 compression web bradng must be installed where Mown+. Incoryorollon of component is Me responsibility of the building designer. a rte♦ 3.AdtlNOMI temporary brining to Insure stability during construction 2.Design axumee the lop end bottom chords to be lateral braced at �O -7 A !t s,,,)` �"�... MM.Uro rosponstblNty or me erector.Additional permanent bracing of 2'we.and a1 IT o.e.respect.ply unless braced throughout their langih by v `t 1 L DATE: 3/7/2016 the overall structure la the responsibility of the building designer. 2ncontinuousIactsheathing such l b plywood aired i ere s own•tlrywal(BC). I RIO- DATE: i I L"�' 4.: K1786198 applied4.Intmpactforaging or the relpredngty of the whpe shown �' 4.Na bail should be to any component until after all brodng and 4.Installation or truss Is the responsibility of the respective contractor. fasteners aro complete end at no lime should any pads greater Nen 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes EN bearing at ani supports shown.Shim or wedge If ❑ fabrication,handling.shipment end Inetalhllon of components, neeessery. EXPIRES: in sS"i/ry(`�17 B.Thio design b furnished subject to the limitations tial forth by 7.Design assumes adequate drainage is provided. fl Ctid t L J 11/u TPWtTCA in SCSI,copies or which MI be furnished u B.PlMetesaMNeebcaten on elfaces of truss,and placed so their anter March 7,2016 pori request. Mee coincide with joint nester lines. MITek USg.Software 7.6.7(1 LFE S.Digits Indicate size of plate In Inches. 10.For beak connector plate design values sea EBR-1011,ESR-1988(MITek) This design prepared from34-8221 computer input by Pacific Lumber and Tr,f111161 ssBC IBC 2012 MAX MEMBER FORCES WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TRUSS SPA;:i:Ii-siiii(1:5g1)14 O.0" LOAD DURATION = 1.15 1- 2=( O) 71 2-10=(-270) 180 10- 3=( 0) 279 TC: 2x9 KDDF #15BTR SPACED .C. 2- 3=(-2317) 402 10-11=(-271) 180 3-11=(-513) 239 BC: 2x4 KDDF #14BTR 3- 4=(-1821) 439 11-12=(-235) 144 4-11=(-136) 706 WEBS: 2x9 KDDF STAND LO4- 5=(-1326) 918 12-13=(-271) 171 11- 5=(-262) 112 LL( 25.0)+DL( 10.0) ORD = 35.0PSP5- 6=(-1326) 41813- 8=(-270) 1715-12=(-261) 112TC LATERALSUPPORT <= 12" . UO . 6- 7=(-1821) 93912- 6=(-136) 706BC LATERALSUPPORT <= 12" . UO . OORD = 10.0PSF7- 8=(-2317) 40212- 7=(-514) 239OAD = 95.0PSFg_ g=( 0) 717-13=( 0) 279OVERHANGS: 12.0" 12.0" LL 25 SFnow (PglBOTTOM CHORD CHECKED 0 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED .B5'31366.n: AREA LIVE LOAD AT LOCAT ION(5) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -259/ 1785V -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) OND. 2: Design checked for net(-7 psf) uplift at 24 "0c spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.203" MAX TL CREEP DEFL = -0.173" @ 18'- 6.0" Allowed = 1.804" MAX LL DEFL = -0.002" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ 38'- 0.0" Allowed = 0.100" MAX HORIE. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIE. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 13-09 f f f 7-02-07 Design conforms to main windforce-resisting 7-02-07 6-06-09 4-09 4-09 1' 6-06-09 system and components and cladding criteria. ff 12 '''c 12 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 1K-5x6 M-3X4 M-5X6 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 77 4 5 6 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. /M-3x4 M-3x9 3 + + 0 0 9 -yc B 111A .f r20 13 o a I /M-3x5 M-115x3 - 18(S) OM-5x8(S) M-1.5x3 M-3x5 to c��1') r RQp�h^ M-5x8(s) y 5 ,�VGINE'.&-, /..,,,. .. y l y y 17 7-00-11. 6-10-01 9-02-08 6-l0-01 7-00-11 1 37-00 i 00 4,4 17 1-0 0 0 89200PE r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - P6 `. ''r"'"'0"'• '' Scale: 0.1661 OREGON ''�' f" �`/'y„• )' .. CC WARNINGS: GENERAL NOTES, udess otharvdea noted �JA"t G©N 'Ve/ 1.Balder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an Individual 17, IA ess, Truss: P6 and Warnings before construction commences. building component.Applicability of design parameters and proper 4,... 4 yyP� 2.204 compression web bracing must be Installed where Mown n. Incorporation of component Is the responsibility of the building designer, G 3.Additional temporary bracing to insure stability during condruchon 2 Design assumes the top and bottom chords to be laterally bread at C1 y Is the responsibility of the erector.Additional permanent bracing of T ntin and at ea hin.respectively as ply unless eacetl throughout,dryeir length). ME 1[1]I t� continuous t 1C/hingAA such ti plywood braced t rou pout t dryweAgth b A'�1-7 DATE: 3/7/2016 the overall structure la the responsibility of the building designer. 3,2s Impact badging or lateral bracing required where shown e n SE K 17 8 619 9 4.Na load should be applied to any component until after all bracing and 4.Instalatlon atm.Is the responsibility of the respective contractor. Q• fasteners aro complete and at no time should any loads greater than 5.Design assumes Misses ere to be used in a noncorrosive environment, design bads be applied to any component. and are for"dry andnion•of vea. EXPIRES: 12/31/2017 TRANS I D: LINK6.Design assumes on bearing at all supports Mown.Shim or wedge if 5.CompuTrus hes no control over and assumes no responsibility for the necessary, fabrication,handling,shipment and Installationallation of components. 7.Design assumes adequate drainage is provided. March 7, 016 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their anter TPUWfCA In SCSI,copies of wnkh will be furnished upon request. JointInes coincide with 9.Digits Indicatee alOeof plate In inches. MITek USA Inc.ICompuTrus Software 7.6.7)1L)-E 10.For bask connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cit=1.00 TC: 2x9 ROOF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-17) 195 6-3=(0) 177 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 ROOF STAND 2-3=(-391) 70 6-4=(-17) 195 3-4=(-391) 70 LOADING 4-5=( -7) 30 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 TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PST Ground Snow (Pg) 0'- 0.0" -57/ 918V -71/ 718 5.50" 0.67 KDDF ( 625) 8'- 2.0" -57/ 918V 0/ OH 5.50" 0.67 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.094" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" Allowed = 0.044. 4=01 4-01 MAX TLMCREEP DEFL = -0.000" @ 8'- 7.1" AAllowed = 0.067" 1 f I/ MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed = 0.295" 4-09 4-09 MAX TC PANEL TL DEFL = 0.061" @ 5'- 9.2" Allowed = 0.993" ,r ` f MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.5" 12 9.00 IIM-4x9 12 MAX HORIZ. TL DEFL = 0.002" @ 7'- 8.5" N 9.00 3 4.0" �► Design conforms to main windforce-resisting �_� system and components and cladding criteria. Wind: 190 mph, 6 20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (A11 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. c 1 Icmm /o gio 0 o M-3x4 M-1.5x3 M-3x4 l y l 4-09 4-09 y1 ll 0-02-03 8-02 0-02-03 ,i1,0 PR OP4" co oGIN4. /0 11 89200PE r" JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - PCAP Scale: 0.9858 -� : same WARNINGS: GENERAL NOTES, unless otherwise notetl. '111 Truss: PCAP 1.Builder and erection contractor should be advleed of all General Notes 1.This design Is based only upon the parameters shown and I.for an individual /7OREGON OREGON end Warnings before constructlon commences. building component.Applicability of design parameters and proper 2.2e4 compression web bndrg must be installed where Shawn♦ incorporation of component is the responsibility of the building designer. I� / '1Y 14 '2P 3.Additional temporary bracing to Insure stability during construction T.Design assumes the top and bottom Mobs to be laterally braced at ' Is B.responaibgty of the erector.Additional permanent bracing or 2 o.e e14 at 10'o c respectively unless braced throughout their length by DATE: 3/7/2016 Sr.overall structure h the responsibility of the build) designer. continuous sheathing later l b ptyng re uir d whore showno •drywe8(BC). �Y/ Fi 11 9 a g 3.2a Impact bridging or lateral bracing ty of the where t, SEQ.: K 17 8 6 2 0 0 4.Na road Moue be applhd to any component until after all bredng and 4.Installation of truss Is the responsibility of the respedive contractor. fasteners are complete and at no time should any loads greater than 5.Daggn assumes Trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for condition"of use. 5.CompuTnnn has no control over and assumes no responsibility for the 6.Design assumes Ing bearing al all supporta shown.Sham or wedge If EXPIRES: / 1 f W ebrlsation,handling,shipment and Installation of components. 7.necossery. t f+ 8.This design is furnished eubjad to the Ilmilations set forth by 8.P essi^shag be locatedassumes aduoneboth facesdrainageim oft .s,and placed so their center March 7,2 16 TPIMRCA In SCSI,copies of which will be furnished upon request. lines colndde with Joint center lines. MITek USA,Inc./CompuTrus Software 7,6.7(1 L)-E s.Digits Indicate size of pate In Inches. 70.For basic connector pale design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System Al General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 3 " Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths /4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury MOMDimensions are in ft-in-sixteenths. 114k. 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 BCSI. MIIIMESEIMIIIMEEMIIMIN 2. Truss bracing must be designed by an engineer.For 1/164 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. _ O 3.4. Never exceedcopieshe design lodesignading stohownthe anver 1-� !cLU �� Ustackmaterialstofonthisinadequatelybracedbuildingdetrussesn .1 I ii iffl 1 Provide trussFor 4 x 2 orientation,locate c7-8 O� designer,erection supervisor,property owner and plates 0 "i i' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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 SYP represents values as published specified. ,! Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise. ® number where bearings occur. INN VIM Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable Illik environmental,health or performance risks.Consult with project engineer before use. vIndustry Standards: ANSI/TPI1: National Design Specification for Metal 19 and ep callres) ieforef this Rev BWlnro picbtuack ao ns Plate Connected Wood Truss Construction. is not sufficient. SDesign Standard fornBracing. � �e 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