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U PERMIT ADDRESS 6.1 MST2016-00427 17050 SW ROCKY RAMBLE LN 6.2 MST2016-00428 17042 SW ROCKY RAMBLE LN 6.3 MST2016-00429 170305W ROCKY RAMBLE LN 6.4 MST2016-00430 17026 SW ROCKY RAMBEL LN IViiTek® 6.5 MST2016-00431 17018 5W ROCKY RAMBLE LN MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-257_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: R47546976 thru R47546990 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. •S�R�D PROF(-S �NGINE�R SAO w 2 87022PE 9t tP y cl‘A), OREGON 0 �'113ER A\ 40 OS A. HE.C3 June 8,2016 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 R47546976 PL16.257 UPPER F01 Floor 2 1 Job Reference Motional) Pacific Lumber 8 Toss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 08 15:43:57 2016 Page 1 ID:5eV7tdjYilz0X2xysiFDVozsmUO fl' 5poiMMVViw-dVO10UPJ2LAdpKOIp8oJvzCgnzBGpG I 1-9-12 2-6-0 Scale=1:18.2 1.5x3 II 3x4= 1.5x3 I 1 3x4= 1.5x3 I I 1 2 3 4 5 ti e a11,, 8 • u 7v / \ 3x5= 3x4= 3x4= 1 9-8-4 I 0-149-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:47 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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. cso t\G NEF'4 t-io cc 87022NI PE �c" N N 7 SAT OREG N ti� IL 9O cctijBER \\ 0 ps A. HE— EXPIRES:06/30/2017 June 8,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. . Design void for use only with Mira®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 appfcabidty of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing FAlTTk:° is always required for stability and to prevent.collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Crtler(a,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety InformatIon available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47546977 PL16-257_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 08 15:43:58 2018 Page 1 ID:50V?tdjYilz0X2xysiFDVpT -U,i1.,`Jorn1RZWYWabkkesFuLHCd2UCZxXZiICDzBGpF 1 0-9-4 1 2-6-0 I Scale:1/2"=1' 1.5x3 I I 4x8= 1.5x3 I I 3x4= 1.5x3 II 3x5= 1.5x3 I I 1 T2 3 4 5 6 7 • I _ • o eS fb re . e 11 10 9 8k 4x4= 4x8= 3x8= 3x5= 13-9-4 0.1- 13-7-12 Plate Offsets(X,Y)— fl1:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:67 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No,1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=600/0-1-8,11=600/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1028/0,3-4=-1028/0,4-5=1282/0,5-6=1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=-973/0,6-9=0/523,4-10=349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��� D PROFFSS c3' �NGINEF'Y /� �, 2 870 2PE 9r N rN 7 5. cc' '-•OREG N rP �ti "O M8 ER \'` �O OS A. HEck�P EXPIRES:06/30/2017 June 8,2016 t , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/032015 BEFORE USE. Design valid for use only with 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 1M!dek MT ' o always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the - A R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Hate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Chios Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47546978 PL16-257 UPPER F03 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 08 15:43:58 2016-Page 1 ,.. --- - I05eVYtdjYil:.ure2xysii=DVpzsmIJO-fhJVbm1RZgtZYk4abkkesFuLDCdTUDSxXZiICDz8GpF I 2-1-4I 2-6-0 I Scale=1:26.3 1.5x3 I I 4x6= 1.5x3 II 3x4= 1.5x3 I I 3x8= 1.5x3 11 1 2 3 4 5 6 7 ee ...d0-_ 0 e- d e 1!J 10 9 6 3x5 = 4x8= 3x8= 3x5= 0-1118 15-1-4 I Colts 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=659/0-1-8,11=659/0-1-12 FORCES. (lb)-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. .aPROFFS �c\�� �N�INEER s/"W.. 870 2PE y �'or,, OREGON rye 44/ 'AO ' 418ER \\ N OV A. HE EXPIRES:06/30/2017 June 8,2016 i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. 1 Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual but ding component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overaE building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing. - is-alwayt regdved.far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the = . fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 QuaBly Criteria,DSB-89 and BCC 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 R47546979 PL16-257_UPPER F04 Floor 6 1 Job Reference(ootionall Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTekindustries,Inc.Wed Jun 08 15:43:59 2016 Page 1 ID:5eV?tdYilzO l X2xysiFDVpzsmUO-7utto624K_nQ9ufn8RFtOTQW3c TDfY4mDS1kgz8Gp:a - :" • ?-4"°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 3 4 5 6 7 e 0 ab ee o 11 10 9 8k 5x5= 4x8= 3x6= 3x4= 01118 0.1 13-4-0 13-2-8 I Plate Offsets(X,Y)— 111:Edae,0-1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/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 purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=581/0-1-8,11=581/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-899/0,3-4=-899/0,4-5=-1219/0,5-6=-1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=-936/0,6-9=0/486,4-10=-387/0,2-10=0/855,2-11=670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �ti�Ea PROp4_ �NGINEFR /O 2 'z 870 2PE '1'r N 7 (1‘ '' N 'I>, OREG N ti. 4li 'AO �4ljER1\ \O EXPIRES:06/30/2017 June 8,2016 d la. 46,WARNING-Verify design gn parameters and READNOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10N32015 BEFORE USE . Design valid for use only with M7ek&connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design 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 properlydamage. Far general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T1.11 Qua9ly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47546980 PL16-257 UPPER F05 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 08 15:43:59 2016 Page 1 - `1 D:SeV?tdfYifz0X2xysiFDVpzsm UO-7utto624K_nQ9ufn8R FtOTQRYcxe Ddr4m DSIkgz8GpE I 1-10-4 I 2-6-0 I Scale=1:25.7 3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 7 ee ® er e A — ,,,Z e ed e, 10 9 e 458= 4x10= 4x8= 4x8= 1 15-1-4 I 15-1-4 Plate Offsets(X,Y)— fl:Edae,0-1-81,18:Edge,0-1-81.Fl1:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.54 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=950/0-5-8,8=1077/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=2061/0,3-13=2061/0,3-14=2061/0,414=2061/0,4-15=2230/0,15-16=-2230/0,5-16=2230/0, 5-17=2230/0,6-17=2230/0 BOT CHORD 10-11=0/1143,9-10=0/2405,8-9=0/1546 WEBS 6-8=-1792/0,6-9=0/799,5-9=-279/0,4-10=402/0,3-10=320/0,2-10=0/1071,2-11=1449/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)152 lb down at 3-0-0,152 lb down at 13-2-8,117 lb down at 1-5-7,112 lb down at 4-7-13,112 lb down at 6-3-0,112 lb down at 7-10-3,112 lb down at 9-5-6,112 lb down at 11-0-9,and 112 lb down at 12-7-12,and 117 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,c)NEQ PR OFF Uniform Loads(plf) '(. GINE ss/ Vert:8-11=5,1a=5o �� �N F,4 Q Concentrated Loads(Ib) Vert:6=112(F)3=112(F)12=117(F)13=152(F)14=112(F)15=112(F)16=112(F)17=112(F)18=152(F)19=117(F) 87022PE �' / 7 N N SAT OREGO ti� 9C rcM$ER 1,\ \Q On a. HER'‘''' EXPIRES:06/30/2017 June 8,2016 t e AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE W7473 rev.10/032015 BEFORE USE Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not » a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall {YI�■ '` building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing (lTei K* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,05B-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312 Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON • R47546981 PL16-257_UPPER F08 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Jun 08 15:44:00 2018 Page 1 _... _ ,__ --- - - ' ----= --'� -=` ID:5eV?tdjYilzOX2xysiFDVpzsmUO-b4RG?S3i4HvHn2Dzi9rim6xgzhXUKPyBYE?sBsHfizBGpC -- `- I 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 ® e ..Nossioloossit ° ° e 0 ° �e e e 10 g S 3x6 = 3x6= 3x6= 3x6= I 15-1-4 15-1-4 Plate Offsets(X,Y)— 11:Edge,0-1-8I LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl 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 Incl NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=408/0-5-8,8=408/0-5-8 Max Uplift 11=122(LC 6),8=122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=262/262,2-3=-957/163,3-4=957/164,4-5=-1006/150,5-6=1006/150, 6-7=-348/348 BOT CHORD 10-11=251/634,9-10=144/1068,8-9=229/734 WEBS 6-8=-858/275,6-9=-304/615,4-9=-411/388,4-10=-432/373,2-10=-293/674, 2-11=730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This truss has been designed for a total drag load of 2000 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 plf. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.13V'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .‹ee'_0 PR°FFss c,Co �NGI NE�c'V /i 444, 8 • 2PE /9r- to . c y �A, OREGO q� t/ �O 8ER \1 �O USa A: HE EXPIRES:06/30/2017 e June 8,2016 10 1,, ®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 MTekd connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ek MiT is always required for stabilty and to prevent collapse.with possible-personal injury and propeit i ddmage.=For general guidance regarding the flY1 1 K fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPll Quality Criteria,088-89 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 R47546982 PL16-257_UPPER F07 Floor 4 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 08 15:44:00 2016 Page 1 -- - r ID:SeV?tdjYilz0X2xysiFDVpzsmUO-04RG?S3i4HvHn20zi9m6xgzhuOMUyCvE?sBsH6z8GpD I 0-11-4 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:11.3 II MI IIII FAN • 1 Allh, I NIA MII Km ME 5 '/ QQ 3x4= 304 = 41 3-8-4 I 1_ 3-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 Inc- 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(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,<0 ,,NG NEER s/Q2 ' 8 e 2PE 1 , / >" N y SATOREGO rbc O� 9o �MSER .\\ OS A. HEY`s EXPIRES:06/30/2017 June 8,2016 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10N32015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall mom No building design.Bracing indicated isto prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek 7777 Greenback Lane ' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/MI Qualify Criteria,051-89 and BCSI Building Component maK Safety Inloron 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 R47546983 PLI6-257_UPPER F08 Floor 12 1 Job Reference(optional) ----- ----- Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 08 1544:00 2016 Page 1 ID:5eV?tdjYilz0K2xysiFDVpzsmUO-b4RG?S3i4HvHn2Dzi9m6xgzgMONfyCmE?St3sH6z8GpD - I 2-6-0 0-11-12 0-6-12 4rq= t 1.5x3 I I 2 354 = 3 3x4 II q Scale=1:11.2 7 4404 51.5x3 II 3x4= 4x6 = 34 2-10 I 3-74 3 8 I 4-6-8 3-7-4 1-8 0-8-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edoel LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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 3-1Od(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 p PRPROF Concentrated Loads(lb) Vert:4=-125(F) ,� �cNGINEF , /9� 87022PE y �ATOREG N O<U� 9b FMSERO1 OS A. HEck EXPIRES:06/30/2017 June 8,2016 4 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7173 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 11111 - a truss system.Before use,the building designer must verify the applicabtiity of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury.and property damage. For general guidance regarding the n - fabrication.storage,defrvery,erection and bracing of trusses and truss systems,see ANSI/(11 Qua8ly 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 R47546984 PL16-257_UPPER F09 Floor 15 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - 7.530 s Jul 11 2014 MiTek Industries,Inc_Wed Jun 08 15:44:01 2016 Page 1 _ •- - ID:SeV?tdjYilz0X2xysiFDVpzsmUO-3G?eDn4Krb18PCo9GsNLUuWrBQj9hfxNDWxPpYzBG( I 2-6-0 0-5-12 0-6-12 /Slat'= 11.54 I I 2 4x4= 3 3x4 I I 4 Scale=1:11.3 / ._ o 1.5x3 II 7 6 5 3x4= 4x6= 3-4-4 3-1-4 3,r2 1 3-1-4 0.1-5 1 0-8-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edciel LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied 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(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 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(p8) R Concentrated Loads Fb—80 , ,r G �� 2 4t 87022PE 9� N cv y�Aj, OR EG N ti� 41 0 13ER \1 P� EXPIRES:06/30/2017 June 8,2016 � I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIN<IJ rev.10/03/2015 BEFORE USE. -Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the - -- " fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply I POLYGON R47546985 PL16-257_UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon _ 7.530 s Jul 11 2014 MTek Industries,Inc.WedJun08 1544:01 2016 Page 1 - ID:5eV?tdjYIz0X2xysiFDVpzsmU0-3G?eDn4Krb18PColiGsHLUuWscG)1hf1 NDWxPpYzBGpC 1 0-5-4 1 2-6-0 I 1 1.5x3 II 2 4x4 = 31.5x3 II Scale=1:11.3 J 5 3 '. 4x4= 3x4= X1 14 3-2-4 I 3-0-12 Plate Offsets(X,Y)— f5:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 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 Inc( 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. <�_E4 PR°FFs ��`a �1JG'INS ,4 `S/0 2 �� 87022PE 17_,.. 7 u) v �'oj, OREG•N ti� �N 9O �MSER '\1 rO On A. HE��P EXPIRES:06/30/2017 June 8,2016 I WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIhT<TJ rev.10N32015 BEFORE USE. - . Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 - k MiTe " is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IYI R - . fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,051-89 and ICS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Clms Heislhts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47546986 PL16-257_UPPER F11 Floor 33 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 08 15:44D2 2016 Page 1 ' ID:5eV?tdjYilz0X2xysiFDVpzsmUO-YTZ0Q74ycv9?OMNMgaoa0521Cei;, ' ,y2 I 1-11-4 2-6-0 I Scale=1:26.0 1.5x3 II 4x6= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 • I e a - 0 • iii • • 1.11•17 � e e -t e tj lit 10 9 I 34= 4x8= 3x8= 3x5= 01118 14-11-4 I 0-1-8 14-9-12 - LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 • FORCES. (Pb)-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. c�c,<��NG N F,9 `r20 2 4f 87022Pt vv - a >CV y Ni SAT OR GON q, U "P $'44.AMBER \ .�Q< OS A. HERkP EXPIRES:06/30/2017 June 8,2016 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. 11111 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 budding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevenvcoliapsewrth possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SFR Quaflly Criteria,DSB-89 and ICSI Beading Component 7771 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 R47546987 PL16-257_UPPER F12 I Floor 24 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 08 15:44:02 2016 Page 1 ._i:: . _- - ID:5eV?tdjYilzOX2xysiFDVpzs 1,w074ycre?uMNMgaoa0521Lg18Q2RXSAgzL?zaGpB 1 0-10-0 1 I 2-6-0 I Scale=1:19.7 1.5x3 II 3x4 = 1.5x3 11 354= 1.5x3 11 1 4x4= 2 3 4 5 6 e e o- o L 0 e mo . e 1 9 8 = 7 L 4x5 3x5= 1.5x3 II 3x4 = I 11-4-0 11-4-0 Plate Offsets(X,Y)— I1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 Ina YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 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) 10=493/04-0,7=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(0.13V'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ct,,o PR pie 4 870 2PE -9r N N y �Aj, OREG N cit <Ui �O �M8ER \1 Q �s A. HE EXPIRES:06/30/2017 t June 8,2016 r —, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M8-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not WI . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overal T building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing !ATM( is always required for-stability and to prevent collapse with possible personal injuryand property ---- - p periy damage. For general guidance regarding the .. - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPl1 Quoify Criteria,051.89 and BCSI landing 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 R47546988 PL16-257_UPPER F13 FLOOR GIRDER 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 08 15:44:02 2016 Page 1 ---- _ ID:5eWtdjYil2DX2xySiFDVp2smUO YTZOQ74ycvVOMNMgaoa0521YgywQvDXSAgzL iz-' 1 1-2-12 1 1-10-0 I I 1-8-8 I Scale=1:25.4 3x4 II 6x12= 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 2 3 4 5 6 7 8 9 0 e ee o e 13 12 11 5x8 = 6x16= 3x5= 4x10= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)- 11:Edge,0-1.81,110:Edge,0-1-81.f14:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 2201195 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/TP12007 (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(Of) Vert:10-14=-8,1-9=-80 concentraert�Loads sis(F)) ,k1,0 PRopen ���N�N- °j/2 19 e 87022PE yT- SNCN y Al, OREG•N r9Q CoQ 'pO ��BER \\ EXPIRES:06/30/2017 June 8,2016 ®WARNING-Verify design parameters and READ-NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors:This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designecmust 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 MI k' -- is always required for stability and to prevent collapse with possible personal injury-and'properly`damaae`-For general guidance regarding the -�r fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBly Criteria,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 Truss Truss Type Qty Ply POLYGON R47546989 PL16-257_UPPER F14 FLOOR GIRDER 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s.lul 11 2014 MiTek Industries,Inc.Wed Jun 08 15:44:03 2016 Page 1 .�-' - - - - - - ID:5eV7tdljYI.. s.,ys.i-avpzsrhLu-Ot7Oel`SaNCHseVyYNHJpZJb96DKX9SZghgQWuRz8GpA I 1-8-4 I 2-6-0 I Scale=1:25.4 3x4 II 4x8= 1.5x3 II 3x4= 1.5x3 I I 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 • e • o • eo .• 10 9 4x6= 4x10 = 4x8= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)— 11:Edae,0-1.81,f8:Edae,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d 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 BOLL 0.0 Rep Stress Ina NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=868/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-1756/0,13-14=-1756/0,3-14=1756/0,3-15=1756/0,4-15=-1756/0,4-16=1867/0,5-16=1867/0, 5-17=-1867/0,6-17=1867/0 BOT CHORD 10-11=0/919,9-10=0/2040,8-9=0/1245 WEBS 6-8=-1444/0,6-9=0/725,4-10=-331/0,3-10=-308/0,2-10=0/978,2-11=-1206/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,95 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-15,89 lb down at 8-8-8,and 89 lb down at 10-3-11,and 89 lb down at 11-10-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) �0 PROF-en 1-7=50 '< e,Concentrated Loads(Ib) CO � I N / C\ � GR 'vi,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) ,? 9 `t- 87022PE r ,cv -7 SAT OREG•N ti�O�i 9�, c'M$ER \1 O� a. HE?' EXPIRES:06/30/2017 June 8,2016 4 a is A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not " a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M'Tp k" `r is alwaysrequired for stability and to prevent colapse with possible personal injury and properly damage. For general guidance regarding the - - 6XB IG fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaBy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informa8on available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cftrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47546990 PL16-257_UPPER F15 Floor 3 1 Job Reference(optional)_ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Jun 08 15:44:03 2016 Page 1 -- - - ID:SeV?tdjYilzOX2xysiFDVpzsmU0-0f70eT5aNCHseVyYNHJpZ1bCOGNs9XighgQWuRzBGpA I 1-5-12 I 2-6-0 I Scale=1:17.6 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 e5 8 e 7 3x5= /\\ 3x4= 3x4= 071-16 9-4-4 I 0.1 9-2-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:46 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-639/0,3-4=-639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=-597/0,2-7=0/330,2-8=504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Ed PROFF S��'co ‘AGI Es vo�. ,,, 9 2 c � 1:z* 87022PE � y '0), OREG ,i1, NJ gO �i�8ER \1 .r On HERS EXPIRES:06/30/2017 June 8,2016 4 _ f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE*111-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mirek®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 Miele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ..... fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 Quality Criteria,DS8-89 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 1 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y I� 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury IIDimensions are in ft-in-sixteenths. ri.4b,„ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. 01/16" 2. Truss al " 4 wide bracing truss spacingmust,be individual lateraldesignedby bracesnengineer.themselvesFor may require bracing,or alternative Tor I -Ellit O IL\IIPAAlike O bracing should be considered. �_� O � a 3. Neverkexceedtthe designdloading and never stack materials on inadequately braced trusses. ~ c�-e cs 7 cs-s O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-la' 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 *Plate location details available In Wei(20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. 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 in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. *IMM reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MOM 44 18.Use of green or treated lumber may pose unacceptable . ► environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone millI Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. i, BCSI: Building Component Safety Information, iii iir a iii Re K, 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 MIN NMI mit MiTek® MiTek USA, Inc. 250 Mug Circle Corona,CA 92880 951-245-9525 Re: RTIVER TERRACE FRENCH 5 FLEX ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2071444 thru K2071513 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. fish Ncp N4G NS /O 44489200PE t' ,fOREGON t. 4.0 tO 4)'' 14,2- .‘ MfiRRI>,L 41 44. " :40,46c0041 June 14,2016 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-06-00 HIP SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR 10-06-00 GIRDER SUPPORTING 3-10-08 1- 2=(-818) 285 1- 6=(-1644) 1999 2- 6=( -160) 647 BC: 2x6 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-587) 189 6- 7=( -633) 1751 6- 3=(-1213) 532 WEBS: 2x4 KDDF STAND 3- 4-(-587) 189 7- 8=( -633) 1751 7- 3-) 0) 205 LOADING 4- 5=(-818) 285 8- 5=(-1699) 1999 3- 8=(-1213) 532 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 8- 9=( -160) 697 BC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 1'- 0.0" V TC UNIF LL( 37.5)+DL( 15.0)= 52.5 PLF 1'- 0.0" TO 9'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL) 50.0)+DL( 20.0)= 70.0 PLF 9'- 6.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 10'- 6.0" V 0'- 0.0" -235/ 651V -2000/ 2000H 5.50" 1.09 KDDF ( 625) BC UNIF LL( 23.4)+DL( 18.8)- 42.2 PLF 0'- 0.0" TO 10'- 6.0" V 10'- 6.0" -235/ 651V -2000/ 2000H 5.50" 1.09 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net)-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/360, TL=L/240 MAX LL DEFL = 0.030" @ 5'- 3.0" Allowed = 0.319" MAX TL CREEP DEFL = -0.055" @ 5'- 3.0" Allowed = 0.479" MAX HORIE. LL DEFL = -0.009" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.013" @ 0'- 5.5" 1-00 8-06 1-00 ICOND. 3: 2000.00 LBS SEISMIC LOAD. II T ' 1' 1' Design conforms to main windforce-resisting 1-00 4-03 4-031-00 system and components and cladding criteria. 1' '1 T 1/ 1' Wind: 190 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir); load duration factor-1.6, 12.00 7 N 12.00 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-5x6 2 3 4 1. -1--------- ItS6 / o M 1 I N `O - 5 0 1 1 6 7 8 �5 I M-3x4 M-1.5x3 M-3x4 M-3x4 M-3x4 l ) ) ,1 ) 1-03-08 3-11-08 3-11-08 1-03-08 6�y y y 10-06 ��'�vo PRop. ;,, .., ELcR /0 1, 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - ADRAG401P/ ,,,, , ---•..• Scale: 0.9879 , MI.Builder GENERAL NOTES, untesscthhrvdssnefad 7/ 4"OREGON �C.4 I.Bulder ant erection contractor should be advised of all General Notes 7.Thle design h based only upon the parameters shown and Is kr an Individual (+''' �{✓ Truss: ADRAG sed Warnings before construction commend., building component.Applicability of design parameters and proper a 2.2a4 compression web bradng must be!nestled where shown.. Incorpotatbn of component la the responsibility of me building designer. I'�/� "1/ w A 3.Additional temporary bracing to Insure stability during construction 2.Design mimes the top end beam chortle to be laterally bead at '�/ Y G by is the respanabiof the erector.Additional permanent bracing of 7 continuouso.A and et eeI Cf sic.rsuch as pit ood unless (TC)and/r dryeir length). fli `t11.-\°- DATE: "� RY2,Impact suchas required heres9ne,a drywal(BC). N DATE: 6/13/2016 the wenn structure lathe responsibility of the Waling designer. 3.2a Impact bridging or lateral bracing requlrod vfi.re Mown+. SEQ.: 2 0 714 4 4 4.No bad should be applied to any component sold eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no Hme should any loads greater than 5.Design assumes trusses ere to be used Ina noncorrosive environment, design loads be applied to any component, and are ler"dry condition"of use. TRANS I D: LINK 5.compulrus hes no control over and assumes no reeponsibllily for the 0.Design assumes fullbearing at all supports shaves.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. June 14,2016 0,This design is furnished subject to the Imitations set forth by B.Plates shat be bated on both faces of truss,and placed so their center TPIMTCA In SCSI,copies of whkh nil be furnished upon request. Anes coincide with Joint anter line. 9.Digis indlate size of plate In inches. MITek USA,Inc./CompuTrue Software 7.6.7(IL)-E 70.For bask connector plate design values sea ESR-1311.ESR-1900(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-129) 121 1-4=(-48) 53 2-9=(-162) 155 BC: 2x6 KDDF #16BTR SPACED 29.0" O.C. 2-3=( -15) 7 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -33/ 336V -46/ 93H 5.50" 0.59 KDDF ( 625) 4'- 0.0" -135/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) ADDL. BC CONC LL+DL= 709.0 LBS @ 3'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.7" Allowed = 0.238" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.024" @ 2'- 1.8" Allowed = 0.357" MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 3-08-04 0-03-12 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 177 Wind: 140 mph, h=20.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , M-1.5X3 3 load duration factor=l,6, -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1 m 0 0 1 1 5.fall 0 4 M-3x4 M-3x8 1 i709# ; 1 3-08-04 0-03-12 , y 4-00 90PROF4.. 892O0PE 06, �" JOB NAME : RIVER TERRACE FRENCH 5 PLEX - AGIRD JJJ///�� Scale: 0.5205 ,� • _ �� /� rye.. WARNINGS: O.IbisdL segnI.b uMaupotherwise theparar.ter 7' OREGON A, Truss: AGIRD Builder and erection contractor should be advised of sit General Notes Ibis design Nbased pp upon he parameters shown and is for an individual and Warnings before wnetruceon commences building component.Applicability of design parameters end proper i N 2.2.4 compreesinn web bracing must be Inmelled where shown a. Incorporation of component is the relaponsibloy of the bu118mg dalalgner. a 3.Additional temporary bracing to insure debility during construction 2 Design assumes the top and bottom chords to be laterally braced et Q 4 Y' 14 2P�`,, i.She respondbNlty o!the erector.Additional permanent bracing of 7 o c.and at 70 o c.respectively unless braced throughout their length by � LN- DATE: k. � DATE: 6/13/2016 the overall structure Is the ro ebl o of the build) designer. anrnp d sheathing or latch as ding rewood fired where shownand/or drywau(SC), -R/ spore Y ng4.In Wind bridging We or eral bracing required when shown++ SEQ.: K2 0 714 9 5 4.Na bed should be applied to any component until after all bracing and 4.Installation of Wes is the rosponsibAlly oaths respedNe contractor. fasteners are complete and at no time should any beds greeter than 5.Design assumes trusses are to be used Ins non.orrosie environment, TRANS ID: LINK design loads be applied to any component, end are for"dry condition'of use. 5.Com Tru.hes no control over and saeumes no n 8.Design assumes full bearing at all supports shown.SMm or wedge 11 EXPIRES: /3/31/ry o1 pu aponmblllly for the necewry. I L 17. C fabrication,hendling,shipment end installation of components. 7.Design assumes adequate drainage h provided. June 14,2016 8.ThIs design is furnished ambient to the limitations set forth by 8.Plates shall be bated on both faces of teres,and pieced ea their anter TPIMTCA In SCSI.copies of which will be furnished upon requsat. Ines coincide with Joint anter lines. indicate Iinches.MiTek USA,Inc./CompuTrus Software 7.6.7(11.)-E 1U For baconipf adaNon values we ESR-1771.ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-06-00 HIP SETBACK 9-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-765) 175 1- 5=(-89) 462 5- 2=( 0) 166 BC: 2x6 KDDF #1&BTR 2- 3=(-962) 164 5- 6=(-74) 958 5- 3=(-35) 96 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-765) 175 6- 4=(-72) 962 3- 6=( 0) 160 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC SNIP LL( 75.0)+DL( 30.0(= 105.0 PLF 4'- 0.0" TO 6'- 6.0" V BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 6'- 6.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 10'- 6.0" V 0'- 0.0" -129/ 709V -88/ 88H 5.50" 1.13 KDDF ( 625) NOTE: 2x4 BRACING AT 29"OC UON. FOR 10'- 6.0" -129/ 709V 0/ OH 5.50" 1.13 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 40.0)= 190.0 LBS @ 9'- 0.0" TC CONC LL( 100.0)+DL( 40.0)= 190.0 LBS @ 6'- 6.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.008" @ 4'- 0.0" Allowed = 0.319" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.068" @ 8'- 2.6" Allowed = 0.442" MAX HORIZ. LL DEFL = 0.002" @ 10'- 0.5" MAX HORIZ. TL DEFL = 0.009" @ 10'- 0.5" 3-11-11 2-06-10 3-11-11 TDesign conforms to main windforce-resisting 190# 1190# system and components and cladding criteria. 12 12 M-4x6 M-5x6 12.00 12.00 Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads /10Arr4\ in the plane of the truss only. 441 rn O fi O N 06 00 4 1 1+* 5 0 0 M-3x4 M-3x4 M-1.5x3 M-3x4 1 1 1 1 3-10-04 2-11-04 3-08-08 PR QF' 1 10-06 1 ����GIN,E'���'/� 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - AH1 Scale: 0.4416 ;. • WARNINGS:ulerU.This LdetinINOTES, unless otherwise! r,n.ts /1nx„C) +,0,/yA' f*�. i Bu11der and erection contractor should be advised of a11 General Nclee I.This tladgn h based only upon the!aerometers.frown end b for en Intlivlduel V flG\.7l/'V y�_ '�6✓ Truss: AH 1 end Warringe before oon.truotn commences. building component.Applicability of design parameters and proper /J ♦l� 2.204 eomprossion web bracing mud be Installed where shown*. Incorporation of component I.the responsibility of the building designer. I�/� "I A f'1 ` 3.Additional temporary bracing to insure debility during cundmction 2.Design assumes the top and bottom chords to be laterally braced et 'V I/�XJ_ Y' L `� M the responsibility of the credo,.Additional permanent bracing of continuous sheathing such es plywood shaathln TCj anctNely unless braced d/or dry their Iwell(BCength). "'T ,R r �1,-. DATE: 6/13/2016 the overall structure Is the respondbully of the building designer. 3.20 Impact bddgmg or lateral bredng required where shown«0 SEQ.: K2 0 714 4 6 4.No bed should be applied to any component until after of bradng and 4.IInndalatlen of truss lea the are M bsbulty of esd ft serespectNe nontortoe contractor.nn fasteners are compete and at no time should any loads greater then Design assumes design beds be applied to any component. ment, end ars for'dry condition"of use. TRANS ID: LINK 5.compuTnnhes noconhalover and..aum.'nor.epon.Ibltiyfor me i e.DedgnaseumesN11beedngatasupports shown.Shim orwedge if EXPIRES: 12/2112017 necessary. fabrication,Ihandling. dpmentend installation ofcomponents. 7.Design assumes adedueteothteneisprodded. June 14,2016 6.This design h furnished subject to the limitations sat forth by 8.Plates shall be Faceted on both faces of truss,and placed so their center TPI/WICA In SCSI,copes of which 0,111 be furnished upon request. Anes coined*with)pint center line. 9.Digits indicate Aire of plate in inches. MITek USA,Inc./Compel-rue Software 7.6.7(1L)-E IO.For basic connector plate design values see ESR-1311,ESR-1988(NIT'S) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 HOOF p14BTR LOAD DURATION INCREASE = 1.15 1-2=( -39) 89 2-9=(0) 0 BC: 2x9 HOOF R16BTR SPACED 29.0" O.C. 2-3=(-193) 193 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 12 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -163/ 522V -19/ 700 5.50" 0.89 KDDF ( 625) 12.00 7 0'- 9.2" -195/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -118/ 27V 0/ OH 1.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.003" MAX BC PANEL TL DEFL = 0.000" @ 0'- 6.4" Allowed = 0.014" MAX HORIZ. LL DEFL = 0.001" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting 0001"hM-3x4 system and components and cladding criteria. 118211 16:2111 o Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, i- End verticals) are exposed to wind, mTruss designed for wind loads in the plane of the truss only. Lil oF ¢Eco PRQpt l ' y c� NcIN,E'. /0 1-00 1-00 �� (PROVIDE FULL BEARING. 4,..:9' 89200PE <" JOB NAME : RIVER TERRACE FRENCH 5 PLEX - AJ Scale: 1.0758 ,` � WARNINGS: GENERAL NOTES, unless otherwise noted: Cr Truss: AJ 1.Builder and eroden contractor should be advlaed of al General Nates I.mis design la based only upon the paremeters shown end la Rr en individual " ' OREGON jU and Warnings before construction commences. building component Applkeblllly of design parameters and proper ♦ v 2.2s4 compression web bracing must be Installed where shown«, incorporation of component la the roaponstbtley of the building designer. GHQ "1.1' `�0`� 3.Addttla l temporary bracing to Insure stability during construoilon 2.Design assumes the top and bottom chortle to be laterally broad at V {� Is the responabASy of the erector.Adaebnel permanent bracing al 2'o.c.and at 10 ea.respectively unless bread throughout thek length by `'. DATE: 6/13/2016 the overall structure Is the responsibility of the building Gagner. amin ant ehging en such lateral b acing re nixed )one s tlrywsl(BC). �' R{L�'- ... 3.In Imptl bddging m thbracing ryqukee where shown«« SEQ.: K2071947 4.Noload sarec bem applileteed toanyamponemumyseer gll reater than 4.Design oftruesIstheeretoueofIMreapedlvaconnector. fasteners are complete end at no thnempo should any loads prosier then s.Design sesame,(nese Sr.m be used In a non-corrosive environment, TRANS ID: LINK de sign loads bs spp11 dto any component. end are far"dry andebn"ofuea. 5.CompuTrue hes no control over and memos no responsibility for the 8.D tegrr assumes NA bearing et ell supports shover.Shim or wedge if EXPIRES: 12/31/2017 fabrication,heeding,shipment and installation of componenla 7.Design assumes adequate drainage N provided. 5.ThledesignisNmlehedsubNdtothelimitationsestforthby 8.Pt.teeeheN be leveled en beth fence ef to,..,and placed so their asHen June 14,2016 TPIMRCA In SCSI,apes of which vde be furnished upon request. lines coincide with pint center linea. MITek USA,Inc./CompuTrue Software 7.6.7(4L}E 9.Digits Indicate size of pieta In Inches. to.For baste connector plate design velum see ESR-1311,ESR-epee(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF 1#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-23) 17 3-4=(-60) 49 3-1=(-33) 17 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-4=(-58) 70 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. 0-10-03 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. . 'f DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" 0/ 61V -46/ 52H 5.50" 0.10 KDDF ( 625) TOTAL LOAD = 45.0 PSF 0'- 9.4" -77/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) 2'- 10.5" -2/ 47V 0/ OH 5.50" 0.07 KDDF ( 625) ** For hanger specs. - See approved plans 12 LL = 25 PSF Ground Snow (Pg) 12.00 V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (_OND. 2: Design checked fox net(-7 psf) uplift at 24 "cc spacing. . I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ -1'- 1.5" Allowed = 0.052" MAX TC PANEL LL DEFL = 0.000" @ 0'- 6.1" Allowed = 0.037" MAX TC PANEL TL DEFL = 0.000" @ 0'- 6.1" Allowed = 0.055" MAX BC PANEL TL DEFL = -0.003" @ 1'- 4.2" Allowed = 0.118" MAX HORIZ. LL DEFL = -0.001" @ 0'- 9.4" MAX HORIZ. TL DEFL = -0.001" @ 0'- 9.4" Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=l.6, // End vertical(s) are exposed to wind, 1 /' Truss designed for wind loads in the plane of the truss only. f 44 11111%4ioitp .8,c 0 I .i N I to0 I ,„ I' . r1 3*a ** 4 M-1.5x3 M-1.5x3 re0 PROpt. l 17 c' y 2-10-08 :9200PE (PROVIDE FULL BEARING;Jts:3,2,4 I JOB NAME : RIVER TERRACE FRENCH 5 PLEX - AJ1 Scale: 0.8506 ;�}I� p'1r., WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ' ilns. 1.Bulkier and eredbn contractor should be advised of al General Notes 1.This building design ',compb w oAnly upon the of sr.estegn s shown n endnis for prora n individual f� t� �,, Truss: AJ1 and Warnings before construction commences. Incorporation of component la the rewonalba y of building designer. /�Q // � N Z.244 compression web bracing mute be installed where shown*. P 4 2,Design mamas the top and bottom chords to be laterally brewed at -7 3.Additional temporary bracing to Insure stability during construction 2'o.c.end at/0'a.c.respadNely unless braced throughout their length by (/�. l Is the reeponsiMlly of the erector,Addgbnai permanent brewing of continuous Meathing such as plywood shmthing(TC)and/or dryvng(BC). - 4`.R RI A- DATE: 6/13/2016 the overall ehudure b the responsibility of the bdlding designer. 3.2x Impact bridging orb end bracing required where at ** SE K2 0 714 4 6 4.Na load should be applied to any component until ager all bredng and 4.Installation outrun Is the responsibility or the respective contractor. 4• fasteners Cr.complete end at no time should any keds greeter than 5.Design assumes mease are to be used Ina non-corrosive environment .aeon loads M applied to cs component and.re for"dry condition"of use. TRANS ID: LINK B.Deegnassumes fulbearing atail supports ehovm.thin erwedge If EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the nesessery. tabnatlen,handling,shipment end lnstaibtion of components. 7.Design assumes adequate drainage I.provided. June 14,2016 S.This design Is furnished subject to the(Imitations set forth by B.Plates shall be located on both faces of mss,end placed so their center TPIPMCA In SCSI.copies of which coil be furnished upon request. Nees coinolde with Elm center lines. 9.Digits Indlcste size of plate In Inches. MITek USA,In0.IC0mpuTrua Software 7.6.7(1L)-E to.For babe connector plate design velum see ESR-1311,ESR-1986(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x4 NODS #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-101) 75 3-4=(-157) 119 3-1=(-102) 49 BC: 2x9 KDDF R16 BTR SPACED 24.0" O.C. 1-4=(-138) 183 WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -23/ 129V -75/ 113H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 45.0 PSF 2'- 6.6" -37/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) e} For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 2'- 10.2" -66/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 2-10-03 T ' 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 = 0.013" @ 1'- 5.8" Allowed = 0.219" 12 MAX TC PANEL TL DEFL = -0.011" @ 1'- 5.9" Allowed = 0.329" 12.00 MAX HORIZ. LL DEFL = -0.002" @ 2'- 9.4" MAX HORIZ. TL DEFL = -0.002" @ 2'- 9.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.O,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 I 0 , , I 0 ti I r� 3 * 4+ M-1.5x3 M-1.5x3 1 y 2-10-08 'PROVIDE FULL REARING;Jts:3,4,2 I �• D P1 OFA- * 89200PE• 9r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - AJ2 Scale: 0.5468 r �''A.. WARNINGS: GENERAL NOTES, unless otherwise noted V et �► C'sw TrussAJ2 1.Builder and erection contractor should be advised dal General Notes 1.This design Is based only upon the parameters Mown end Is for an Individual `y7L0 s *N 44/ and Warnings before conetrudion commences. building componentApplkebllEy of design parameters and proper ♦� A. 2.2e4 wmproetlan web bradng must be Installed where chosen+. Incorporation of component Is the respanelbNty of the building designer. i, ,9 y�A ` 3.Additional temporary bracing to insure stability during construction Z.Design eswmee the top and bottom chordate be laterally braced N Q ',.4 4O��• ' bine responsibility of the erector.Additional permanent bracing al 2 o.c.and at 10 o.c respectively unless brand throughout their length by continuous sheathing such es plywood sheathing(TC)end/or dryOall(BC). 1141 -RR Kf 'RR E` + eeny ee Ay of the building designer. 3.2/Impact bridging or lateral bradng required where shown♦♦ L.►r• DATE: 6/13/2016 the overall structure la Ms re SEQ.: K2 0 714 4 9 4.No bad should be applied to any component until eller all bredng end 4.Installation of truss is IM responsibility of the respective contractor, fasteners aro complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design wads be applied to any component. end are for'drycondition.ofuse. 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes NM bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 / 1 rte wv fabnptwn,handling.shipment and lntlallallen of components. ry' .I . ! t!u B.This design la furnished subject to the limitations sat forth by T.Designassumes coed on ate face is provided. and 14,2016 B.Plates shell be prated on both lana of trust,and placotl w their ismer TPIM/fCA in BC51,copies of whkh will be furnished upon request. lines wind&vim kid canter lines. MITek USA,Inc./CompUTfus Software 7.6.7(1L}E 5.DISIts Indicate size of plate In Inches. 70.For bask connector plate design value.see ESR-1311.ESR-1988(Wish) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF R16BTR LOAD DURATION INCREASE = 1.15 1-2=(-226) 95 4-5=(-213) 130 9-1=(-253) 70 BC: 2x4 KDDF 916BTR SPACED 29.0" O.C. 2-3=(-103) 0 1-5=(-151) 247 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -23/ 200V -86/ 172H 5.50" 0.32 KDDF ( 625) 2'- 6.6" -70/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) OVERHANGS: 0.0" 19.7" LL = 25 PSF Ground Snow (Pg) 2'- 10.2" -191/ 281V 0/ OH 1.50" 0.36 KDDF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.006" @ 4'- 1.2" Allowed = 0.082" MAX TL CREEP DEFL = -0.008" @ 4'- 1.2" Allowed = 0.122" MAX TC PANEL LL DEFL = 0.013" @ 1'- 5.8" Allowed = 0.219" 12 3 -I MAX TC PANEL TL DEFL = 0.012" @ 1'- 5.8" Allowed = 0.329" 12.00 MAX HORIZ. LL DEFL = -0.009" @ 2'- 9.4" MAX HORIZ. TL DEFL = -0.004" @ 2'- 9.4" Design conforms to main windforce-resisting 2 system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=6.0,13CDL=6.0, ASCE 7-10, (,1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. .i I r- 0 Lill M-4x6 I lO �1V Al 4.3 5 M-1.5x3 M-1.5x3 l y y �� (} P R QFF !$' 2-10-08 1-02-11 (PROVIDE FULL BEARING;Jts:4,5,2 I J-� GIN .• /©� 89200f E. JOB NAME : RIVER TERRACE FRENCH 5 PLEX - AJ3 -,Scale: 0.4864 , WARNINGS: GENERAL.NOTES, Mem otherwlee noted: OREGON �. �,(U it 1.Balder and erection contractor Mould be advised of all General Nolen 1.pThu�Idln Ne Ibased ba edonly upon the parameters Applksbilgy of design pereshown and metere sndls for en proper Indivlduel r .r)_ {,� .. Truss: AJ3 god Wemine•boron construction commences. incorporation of component is the respundbgfy of the building designer. �/� I 4 2.244 compression web br•dng mud be Installed where shown*. I Design assumes the top and bottom chords to be laterally braced at •v 1'y�^ 3.Additional temporary bracing to Insure stability during construction y o.c.and d 10 o c,r P net unless brewed throughout their length by j,l l•the responsibility of the erector.Additions]permanent bracing of continuous sheathing such es pNweod aheathing(TC)snd/ar drywe0(BC). R I L\•- DATE: 6/13/2016 the overall structure is the respendbgly of the building designer. 3.2a Impact bddging or lateral bracing required where Mown 00 S E 4.No load should be applied to any component until after all bracing and 4.Installation oftruss is the responsibility of reapectwe contractor.Q•• K2 0 714 5 0 fedaners are complete and at no time should any beds greeter than 5.Design assumes busses are to be used Ina non-corrosNe environment, design beds be applied to any component. and are for"dry condition"of use. TRANS ID: LINK �mna gY B.Design assumes Ng bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 S.CompuTrus has no control over and assumes no reIlett for the necessary. fabrication,handling,shipment and Mediation ofcomponents. 7.Design assumes adequate drainage is provided. June 14,2016 . S.This design is furnished sub)ed to the limitations set forth by B.Metes shall be located on both faces of truss,and placed so their center TPt,WTCA In BOW,copies of which will be furnished upon request. B.Ones ointld center lines. indicate size of plate tlt MITek USA,Inc./CompuTrus Software 7.6.7)1L)-E 10.For bask connector plate design values see EBR-1311.MANS(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-00 GIRDER SUPPORTING 20-11-00 FROM 9-07-08 TO 15-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4124) 702 7- 8=(-414) 612 7- 1=(-4210) 696 10- 4=( -449) 2908 BC: 2x8 KDDF #16BTR 2- 3=(-3232) 634 8- 9=(-632) 2818 1- 8=( -919) 2788 4-11=(-9292) 760 WEBS: 2x4 KDDF #16BTR; LOADING 2x6 KDDF #16BTR A LL = 25 FSP Ground Snow P 3- 9=(-2248) 484 9-30=(-910) 1962 8- 2=( -230) 1518 11- 5=( -138) 62 ( 9) 4- 5=( -144) 180 10-11=(-410) 1962 2- 9=(-1106) 286 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.0" V 5- 6=( 0) 0 3- 9=( -384) 2008 TC LATERAL SUPPORT <= 12"00. U011. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 9'- 7.5" V 9- 4=( -188) 649 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 945.6 PLF 9'- 7.5" TO 15'- 5.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 1.'- @@ADDL: BC CONC LL+OL= 2353.0 LBS @ 3'- 7.5" LOCATIONS REACTIONS REACTIONS SIZE S IN. (SPECIES ( 2 ) complete trusses required. ) @@ADDL: BC CONC LL+DL= 2134.0 LBS @ 13'- 6.0" 0'- 0.0" -688/ 4304V -194/ 302H 5.50" 6.89 KDDF ( 625) nails Attach ply with 3"x.131 DIA GUN 15'- 5.0" -1064/ 6163V 0/ OH 5.50" 9.86 KDDF ( 625) staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. 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 @@ HANGER BY OTHERS TO APPLY MAX LL DEFL = 0.021" @ 10'- 10.9" Allowed = 0.483" CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.063" @ 10'- 10.9^ Allowed = 0.725" 6-09-14 8-07-02 MAX HORIZ. LL DEFL = -0.004" @ 15'- 0.5" 1' 1' 'l' MAX HORIZ. TL DEFL = 0.008" @ 15'- 0.5" 3-09-04 3-00-10 4-01 4-03-06 0-02-12 T 12 4 T 1 44 Design conforms to main windforce-resisting system and components and cladding criteria. M-5x6 M-4x8 M-1.5x3 12.00 7 3 9 �� e� 5 6 -/ Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-7411111111111111111 -3x6 1111111111 m i u1 0 m M-3x8 o o A17`an _ IF I e ." s as 7•• 8 9 10 -"ii. M-1.5x4 M-6x10 M-3x8 M-3x10 M-4x10 y y2353# , ,i +2134# cy 3-05-12 A 3-05-14 3-11-04 4-06-02 y �9,0 PR Opo- l 15-05 ) ��j. ANGIN> ,� '/a.. 89200PE p<' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - BGIRD .....--- Scale: 0.2773 . WARNINGS: GENERAL NOTES, untase otherwise noted. le Truss: BGIRD 1.Bolder end erection conlredor ehculd be advised of el General Nates 1.This design N bawd only upon the parameters shown and h for en individual 'p� OREGON �t/i and Warnings before construction commence.. building component.Applfoabllly 51 design parameters end proper v 2.204 ampre.Non web bracing must be installed where shown+. Incarporetien of component is the respaamlly of the building designer. /Q 2�� 3.Additional tempanry bracing m Run stability during ancc 00th 2.Design.worms the top end bottom dards to be laterelly bread et V Ia the responsibilly of the erector.Additional permanent bracing of 7 o.c.end et 70 o c,r.006 sly unless Owed Throughout their length by 1f'1. DATE: 6/13/2016 the overall etruclure is the responsibility of the building designer. continuous sheathing such as pdwvud quire thWg(T)and/or drywlp(BC). aK/ n R I t 3.Or Impact bridging or lateral bracing required where shown++ n l.+ SEQ.: K2 0 714 51 4.No load should be applied to any component until alter all bradng and 4.Instelatmn Gimes Is the responsibility of the respective contracto, fasteners are complete end at no time should any made greater then 5.Design aeeumee trusses Cr.to be used Ina noncorrosive environment, TRANS ID: LINK design bade be applied teeny component. and are for"dry condition"ofuw. 5.CompuTms hes no control over end assumes no responsibility for the B. eg names full bearing at al euppons shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication.hending,shipment and installation of components. '/.Design aawmes adequate drainage is provided H.Till.design N fumleind subject to the limitations set forthby B.Plates shellbe gated on both feces of truss,end plead so their center June 14,2016 TPINVICA In BCSt,copies of which will be belched upon request. Ines coincide with joint center Tins. MITek USA,Inc./CompuTrue Software 7.6.7(1LEE 9.Digits indicate Ace of plate in Inches. 70.For basin connector pate design values see ESR.1311,ESR-19138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-63) 56 1-3=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -18/ 105V -24/ 53H 5.50" 0.17 KDDF ( 625) TOTAL LOAD = 45.0 POE 1'- 9.2" 0/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -47/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1-11-11 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ,r REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004" @ 1'- 2.9" Allowed = 0.147" , MAX TC PANEL TL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.220" 12.00 MAX HORI Z. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. -° Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, 0 Truss designed for wind loads '' in the plane of the truss only. , 0 N m /- O I 2111.1.1.11111-. o y I 1 k�� 3��� M-3x4 l 1 2-00 ,i0 PROA (PROVIDE FULL BEARI NG;Jts:1,3,2 I tr C"' ,0GINE. .tS> It- 17 4C' 89200PE 1' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - ASJ1 . Sale, 0.7450 .; ,/ 1111e: . WARNINGS: GENERAL NOTES, unless othendse noted' IP OREGON 1/77 1.Bolder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual i•.wr Truss: ASJ1 and Warnings before oonatrudlon commences. building componentApplicability of design parameters and proper 4, '\ ^4• 2.2e4 compression web brodng nasi be Installed where shown+. incorporation of component is the responsibility of the building designer. G<O '9 1 4 2. a�,4 3.Additional temporary bracing to insure stability during construction 2 Destpn assumes the lop and bottom drorue to be laterally braced et v /if 1 `^ by h the responsibility the erector,Additionsi permanent bracingf 2'o.c.and she.t 17 o.c.reupe as ply anises eathinraced throughout r d yeir length). R t I L ofpe o wnUnuous sheathing such es plywood NeaminB(TC)and/or drywaU(BC). C: �-•� 4^ DATE: 6/13/2016 me overall structure A the responsibility of the building designer. 3.Dt Impact bridging or lateral bracing required where Nov°++ SE K2 0 714 5 3 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility Atha respective contractor. 4•• fasteners are complete and at no sea should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, be applied to any wmponenI and are for"dry condition'of use. design loads TRANS ID: LINK 5.Design assumes mIbeanngatalsupped;shown.shim orwedge if EXPIRES: 12/x/2017 S.CompuTrus has no control over and assumes no responsibilityforme necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage I.provided. June q 14,20 6 8.This design is Nmlehed subject to the Imitations set lonh by 8.Plates shall be boated on both faces of truss,and placed so their center TP WWCA In SCSI,copies or which will be furnished upon request. g,InDiess elnside with Indicate elm)of plate e )nterInnis.. MITek USA Ino./CompuTtU6 Software 7.6.7(1L)-E to.For basic connector plate design vetoes see ESR.1311,ESR-t588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #14BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 84 2- 8=(-103) 1115 8- 3=1-110) 971 10- 7=(-115) 852 2x6 KDDF #14BTR T2 SPACED 24.0" O.C. 2- 3=(-1734) 132 8- 9=(-140) 1331 8- 4=(-307) 185 7-11=(-627) 125 BC: 2x6 KDDF#1SBTR 3- 4=(-1116) 102 9-10=(-109) 584 4- 9=(-235) 124 WEBS: 2x4 KDDF STAND; LOADING 4- 5=1-1303) 124 10-11=( -36) 95 9- 5=1 -76) 852 2x4 KDDF #1EBTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 6- 7=( -775) 92 5- 6=(-670) 98 2x6 KDDF 142 B DL ON BOTTOM CHORD = 10.0 PSF 6-10=(-637) 127 TOTAL LOAD = 45.0 PSF TC LATERAL SUPPORT 24"0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON, LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC UNIF LL+DL= 30.0 PLF 0'- 0.0" TO 3'- 0.0" V 0'- 0.0" -157/ 1497V -51/ 90H 5.50" 2.39 KDDF ( 625) 13'- 6.0" -101/ 754V 0/ OH 5.50" 0.51 KDDF (1485) NOTE: 2X4 BRACING AT 24"OC UON. FOR ADDL: TC CONC LL+DL= 93.3 LBS @ 2'- B.O. ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 733.0 LBS @ 3'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -'�s s- • r • - - - r BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.100" MAX LL DEFL = 0.029" @ 10'- 11.0" Allowed = 0.419" Unbalanced live loads have been MAX TL CREEP DEFL = -0.086" @ 10'- 11.0" Allowed = 0.629" considered for this design. MAX HORIZ. LL DEFL = -0.019" @ 13'- 3.2" •• For hanger specs. - See approv MAX HORIZ. TL DEFL = 0.045" @ 13'- 3.2" ��a-rill 10-10-05 T T T 2=05=04 Design conforms to main windforce-resisting system and components and cladding criteria. 2-07-11 4-03 3-10-09 2-08-12 4,93.3091. T f Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, WEIRS(Dir), M-4x6 10.56" load duration factor=1.6, 12.00 M-3x9 End vertical(s) are exposed to wind, M-3x4 . M-3x4 Truss designed for wind loads 4 f'' --/ in the plane of the truss only. 4 _ o T2 1 o M-3x4 Y6 - "-,= 3 i NOTE:LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. 6 O THE DESIGN SHALL BE REVIEWED AND APPROVED BY A � ® r PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER o FOR LATERAL LOAD AND LATERAL STABILITY.END VERTICAL NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. _ _ � 1---1 11 o _ -/ -/N 8 9 10 1--1 O M-3x4 -M-6x6 M-5x6 M-5x6 M-3x6 I N 0 12*i --/ 1--1 y 'i733# , , y y 2-06-04 4-07-15 3-10-09 1-11-12 0-05-08 ,( 90 Py 1-00 y 13-06 y Ca ‘.4 GI E .S/a op 89200PE• re JOB NAME : RIVER TERRACE FRENCH 5 PLEX - BH1 Scale: 0.3613 Air /}. WARNINGS: GENERAL NOTES, unless otherwise noted C "yew• Cr. Truss: BH 1 I.Builder and erection contredor should be advised of al General Notes 1.This destgn Is based only upon the parametee abeam and h for an individual ' I and Warnings before construction commences, building component.Applicability of design parameters and proper �/ �l'• � 2.2x4 compesdon web bedng must be Installed where shown+, incorporation or component ie the responsibility of the building designer. 4//� �' 3.Additional temporary bracing to Insure stability during construction 2 Design assumes me lop orb bottom chords to be laterally bread at14 l!i Is the responsibility of the erector.Addhfonel permanent bracing of continuous and at 10 o c,espectMly unless braced throughout meta length by 4.1 F?R 1I.V.- DATE: T_ 6/14/2016 the overall structure Is me responsibility of the building designer. 3.2a Impact bridging ier Morel braeuch as cing grequied where h sheathing/1C)and/or dryvnp(ec). !!✓/ SEQ.: K2 0 714 5 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective ardedor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses Cr.to be used Ina non-corrosive environment, TRANS ID: LINK de sign roadsbe applied to eny component, and ere for Wry condition'of use. • 5.CompuTus has no control over and assumes no responsibility for the 5.Design assumes MI beating el al supports Mown.Shim or wedge If EXPIRES_ 12/31/2017 febricetbn,handing,shipment end installetlon of components. ssary 7.Design atessassumes Neted on both tapes.,d. June 14,2016 S.This design Is furnished subject to the limitations al forth by B.Mates shag be Mated on bent leas album end plead w their anter TPIM'tCA M SCSI.aphs of xhich vA1 be furnished upon request. Ines coindde with joint anter lines. 9.Digits indicate size of plate In Inches. MITek USA,)nc./CompuTrus Software 7.6.7(1L)-E to.For bade connector plate destgn values see ESR-1311,159-1988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2- 9=(-211) 420 9- 3=( -3) 303 8-12=(-553) 199 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-705) 182 9-10=(-296) 825 9- 5=(-478) 109 BC: 2x4 KDDF #1&BTR 3- 4=( 0) 0 10-11=(-183) 467 5-10=(-131) 124 WEBS: 2x4 KDDF STAND; LOADING 3- 5=(-421) 172 11-12=( -47) 79 10- 6=(-118) 427 2x4 KDDF #1&BTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-810) 243 6- 7=(-417) 159 2X6 KDDF #2 B DL ON BOTTOM CHORD= 10.0 PSF 7- 8=(-632) 188 7-11=(-406) 190 TOTAL LOAD = 45.0 PSF 11- 8=(-229) 707 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 748V -53/ 93H 5.50" 1.20 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 6.0" -101/ 586V 0/ OH 5.50" 0.39 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 12.0" 0.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" M-3x4 where shown; Jts:21-9 3-11-11 9-06-05 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.033" @ 10'- 11.0" Allowed = 0.419" Unbalanced live loads have been 2-05-04 MAX TL CREEP DEFL = -0.068" @ 10'- 11.0" Allowed = 0.629' considered for this design. .( 4 n r� MAX HORIZ. LL DEFL = -0.022" @ 13'- 3.2" ** For hanger specs. - Se? app BQ r pians �1-05-07 2-11 3-10-09 2-08-12 MAX HORIZ. TL DEFL = 0.037" @ 13'- 3.2" 'I 2-08-12 Design conforms to main windforce-resisting f . system and components and cladding criteria. 12 Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir;, load duration factor=l.6, M-4x6 10.56" End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. rn e o AI11Iii ti NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. ok s 10 11 mil 12 o M-4x6 M-4x6 M-3x6 N 13, CD t-i 2-06-04 4-07-15 3-10-09 2-05-04 qc),C a P R 0E4- y1-00 y 13-06 y w��co G GIN /0 11 "" 89200PE. r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - BH2 . Scale: 0.3363 a� !f, yy. WARNINGS: GENERAL NOTES, unl.ss othe,wlaa noted � • ,/dt®Ni• .'4 I,Raider and erection contractor should be advl.ed of al General*tee I.This design h based only upon the parameters shown and Is for en Individual '- r�� ,[ Truss: BH2 end Wan nga before conNnulbn commences. building component.Applicability of design parameters and proper �{v. I \v5 4, 2.2.4 compression web bracing must be Metalled where mown+. Inarporatlon of component Is the responsibility of the building designer. snA �"( ./A 3.Additional temporary bracing to Insure stabilly during construction 2.Design ad rues the top and bottom chordsfor to be laterally braced el V i�} �Fw.. Is the responsibility of the erector.Additional permanent basing of 7 ntinc.and et ea10'o n respectively*wood uned a braced(TC)an/ut their length). - R IL\- r continuous si bridging or such as ac ng re uir ethh ere s and/or drywel(BC). ^� DATE: 6/14/2016 the overall structure la the responsibility of the building designer. 3.7z Impact bddping or lateral bracing required where sawn as SEQ.: K2071455 4.No bad should be applied to any component until after all bradng and 4.Installation of tuns 9the s esposibil lnEloh oo�octivec contractor. environment, fasteners are complete and at no time ahoub any loads greater than Design aasumea TRANS ID: LINK deagn beds be applied to any component. and ere for dry ananbn'Nua. 5.CompuTma has no control over and assumes no responsibility for the 8.De egn��sumas NI bearing al al aappons sawn.Shim or wedge If EXPIRES: Va Fy'(7 [v, t1/nf ,/101 7 fabrication,handling,shipment and installation olcomponents. 7.Design assumes adequate drainage h provided. June. 14,2016 tl Vl L 7. G 1! 6.This design Is furnished wbfed to the limitations eel fort by 8.Plates anal be located on both faces of trues.and Aland so their anter TP6WTCA In SCSI,septas of which NI be lumlahed upon request. Ines coincide with joint center lice. 9.MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E I.For lbasits c connectocate sin r plate dte a ign va sign volas sea P08.1317.ESR-7885(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 7=( -45) 354 7- 3=( 0) 183 6-10=(-575) 213 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-634) 173 7- 8= WEBS: 2x4 KDDF STAND ( -61) 352 7- 9=( -53) 56 3- 4=(-398) 224 8- 9=(-I85) 432 4- 8=( -54) 153 LOADING 4- 5=1-564) 231 9-10=( -40) 58 8- 5=(-146) 149 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-370) 119 5- 9=1-460) 215 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 9- 6=(-208) 599 TOTAL LOAD= 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -97/ 752V -127/ 172H 5.50" 1.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.42 KDDF (1400) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1 FOND. 2: Design checked for net1-7 oaf) uplift at 24 "oc soacina. M-3x4 where shown; Jts:2,6-9,11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ** For hanger specs. - See MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.067" approved plans 5-03-11 2-10-10 3-03-11 2-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.100" 1' T '( T e MAX TL CREEP DEFL = -0.022" @ 8'- 7.3" Allowed = 0.629" MAX TC PANEL LL DEFL = -0.052" @ 2'- 9.9" Allowed = 0.434" 12 12 12.00 17 M-4x6 M-9x6 a 12.00 MAX HORIZ. LL DEFL = -0.009" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.010" @ I3'- 4.3" MoINAIINi1I11I 7 89r-IINO o -/I y y 5-02-09 3-05 3-02-09 1-08-08 f' �0 PROP 1-00 13-06 y .,`� ` GINS '. '''' ill `z• 89200PE <--- JOB 'JOB NAME : RIVER TERRACE FRENCH 5 PLEX - BH3 ` ,/!' . Scale: 0.3493 WARNINGS: GENERAL NOTES, unless othetrae noted. II t�a /�.�'y `. Truss BH3 1.Builder and eroctkn conkector should be adaIed alai General Net.. 1.This design Is based only upon the parameters shawl and h for en Individual 37 ()l1ElaVN A �A. a and Wemlnils before construction commences, building component.Applicability el design parameters and proper �N v 2.2e4 compression web bracing must be Installd where shown e. incorporation of component is the responsibility or the building designer. � 'e4' l 3.Additional temporary bracing b Inure stability during anslmdkn 2.Design eaumes the tap and bottom chordstoM laterally braced et 14 � la the reaponalbilty enthe erector.Additional permanent bracing of T o.c and el t a c.c.respectively unless bated throughout their Myth by DATE: 6/14/2016 Ile overall structure is the ro continuous sheetning such as plywood sheathing(TC)ed/or drywng(BC). "'!7 Fi R 11 4 - µnycerryofinebulkingdesigner, 3.25 Impact bridging or latent forging required where shown+♦ 11 fl L. SEQ.: K2 0 719 5 6 4.No bait should be applied to any component until alter a8 bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses ere to ba used In a non-corrohNe environment, TRANS ID: LINK dedgnbeds beapplied to any component. and are kr"dry condiion•of use. 5.CompuTms hes no control over snit assumes no responsibility for the S.Design assumes tel bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 2/31 2017 fabdatien,handling,shipment and installation of components, 7.Design assumes necessary' CA r.f1 C17 !L/u drainage is provided. 6.This design i furnished subject to the limitations set forth by a.Plate.shall be foaaeduonaboth feces of trs.s,and placed as that center June 14,2016 TPNA/ICA in SCSI,copies of whkh will be furnished upon request. lines coincide with joint center ling. MITek USA,Inc./Com uTrus Software 1 7.8.7 L 9.Digits Inmate etre of piste In Inches. p ( )-E to.For basic cennectnr 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 13'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=( -87) 357 9- 3=( 0) 183 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-634) 250 9-10=(-106) 352 9- 6=( -61) 64 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 10-11=(-225) 432 6-10=( -51) 153 LOADING 3- 6=(-348) 266 11-12=( -43) 61 10- 7=(-139) 192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 7-11=(-460) 262 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-564) 293 11- 8=(-263) 599 TOTAL LOAD = 95.0 PSF 7- 8=(-370) 153 8-12=(-575) 258 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -132/ 752V -128/ 173H 5.50" 1.20 KDDF ( 625:, OVERHANGS: 12.0" 0.0" 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.42 KDDF (1900; BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-3x4 where shown; Jts:2,8-11,13 -OHI De hacked n 1 7 o fl ol'F at 24 c oacin ** For hanger specs. - See approved plans 0-02-10 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 If,fMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 6-07-11 0-02-10 4-07-11 2-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" q If,f 4 'f MAX TL CREEP DEFL = -0.022" @ 8'- 1.4" Allowed = 0.629" 5-02-04 1-05-07 1-05-07 3-02-04 2-00 MAX TC PANEL LL DEFL = 0.033" @ 3'- 0.0" Allowed = 0.939" 'f 'f 'fIf 1' f 1 MAX HORIZ. LL DEFL = -0.010" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" 5-04-10 f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 a 12.00 M-9X6 M-9x6 Wind: 140 mph, h=22.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 40D-O� l End vertical are exposed to wind, 41- 1 Truss designed for wind loads in the plane of the truss only. -5x6 • 1,1 NOTE:LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. THE DESIGN SHALL BE REVIEWED AND APPROVED BY o PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER v; FOR LATERAL LOAD AND LATERAL STABILITY.END VERTICAL on '. I NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. N rAl 1,•11M1.0.1 13 _, 0 9 10 11 N .,12 I 1-1 R Opk, y y y yNP5-02-04 3-05 3-02-04 1-08-08 Sc 619 y G 1-00 13-06 c� 4 I 11 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - BH4 Scale: 0.2646 "._'1' _4009-0,-, _ WARNINGS: GENERAL NOTES, untaonMled 1.Builder and aroclon contractor should be advised of eft General Notes I.This design is based only upon M.parameters shown and is for an Individual 1 OREGON t., J> Truss: BH4 and Wemings before conelnMbn commences. building component.Applkebllty of design parameters end proper // 2 204 compression web bracing mint ba Installed where shown•. inof componentIs IM responsibility of the bulltling dealgner. r/, .a 1 A ?$ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chortle to be laterally braced at "V `Y v,... Is the responsibility of the erector.Additional permanent bracing of 2'ntinc.end at he.h:tr respectively as ply unless eathinreced(TC)erdl their length by 41� �'�` uponcontinuous Mealhing•Wh as plywood Nealhing(TC)and/or tlrywe%(BC) lr DATE: 6/14/2016 the overall structure Is the responsibility of the building designer. 3.2s Impact bddging or'stared brecing required where shown 0• SEQ.: K2 0 714 5 7 4.No load should be applied to any component until after all bracing end 4.Installation of truss NON reaponalbitlty of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corroelve environment, TRANS I D• LINK design load.be applied to any component. and.r soma sNI bearing of uta. 5.CompuTrus has no control over and assumes no reapnnsibl1ty for the 8.0 NI beedng el ail supports Shawn.Shim or wedge If EXPIRES:. 12/31/2017 - every. fabrication,handling,shipment lestto in.tlletlonofcomponents. 7.Design June 14,2016 8.This design N furnished subject to the limitations set forth by 8.Pietas shell be looted on both laces of hien,and placed so their center TPNMCA In 6181,copies of which rift be furnished upon request. Anes coindde with jeml canter linea. 9.Dlgite Indicate else of plate In Inches. MITek USA,Ino./CofnpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 99 2-4=(0) 0 BC: 2x4 KDDF #143TR SPACED 24.0" O.C. 2-3=(-88) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -72/ 929V -26/ 102H 5.50" 0.68 KDDF ( 625). 2'- 11.0" -55/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.019" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.028" 2-11-12 MAX BC PANEL LL DEFL = 0.007" @ 1'- 10.6" Allowed = 0.154" f 1' MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.206" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 8.00 3 Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads ut in the plane of the truss only. 0 (.4 1 m /- 0 I 0 o 211€22 T.4 1-06 4-00 'PROVIDE FULL BEARING;Sts:2,3,4 ' 0 PR . 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - BJ1 Scale: 0.6296 wry SU WARNINGS: GENERAL NOTES, unless otherwise noted V � ��� w Truss: B Jl 1.Bolder and erection centred*,should be advised of al General Notes 1.This design b based only upon the parameters shorn and h for an led)dual OV end Warnings before construction commence. balding component.Appliabillly of design parameters end proper 2.2x4 compression web bracing mud be installed where,sheer, . Incorporation el component le the reepenlebiny of the building daapnar �y+�,�j� }• 14 `2-.°\ v�•.,}� 3.Additional temporary bracing b Insure stability during construction 2 Design assumes Me lop end bottom Malls to be laterally bead et 'Cl is the responsibility of the erector.Additional permanent bracing of 2'o,c,sold at 10'sheo.cathing each es ply unless braatl throughout their length). RR 11-V-conmpacte shging or etches plywood sheething(rs s and/or drywel(BC). DATE: 6/13/2016 Ins were))structure is the responsibility of the bonding designer. 3.b Impact bridging or piste)brsdng required where shown++ SEQ.: K2 0 714 5 8 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. heleners en complete and at no time should any loads greater than 5.Design assumes wseee ars to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component, and ere for"dry condition'of use. 5.Dominants hes no control over and assumes no rsaponelbillly for the e.Design assumes vin bearing at el supports show,,.Shim or wedge B EXPIRES: 12/31/2017 fabdcetion,handling,shipment and Installation of components. necessary. 7.Design aumelcaedtonbothlfaceis prodded. June 14,20'�6 8,This design is furnished subject to the limitations sal form by 8.Plates shall be bated on both teas of truss,end placed w(heir anter TP WJTCA In SCSI.coples of which nil be furnished upon request. lines coincide with Joint anter lines. 9.Digits indicate Nn of plate In inches.. MiTek USA,Inn/CompuTrus Software 7.6.7(114-6 10.For beak connector plate design values see ESR-1311,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16.BTR LOAD DURATION INCREASE = 1.15 1-2=(-108) 170 6-7=(-238) 651 1-6=(-156) 122 4-8=(-290) 153 BC: 2x4 KDDF #103TR SPACED 24.0" O.C. 2-3=(-757) 315 7-8=(-149) 549 6-2=(-929) 219 8-5=(-122) 650 WEBS: 2x4 KDDF STAND 3-4=(-658) 278 8-9=( -60) 80 2-7=(-270) 269 5-9=(-884) 238 LOADING 4-5=(-700) 197 3-7=(-235) 502 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE 7-4=(-231) 189 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) .. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -148/ 948V -298/ 317H 5.50" 1.52 KDDF ( 625) 20'- 11.0" -145/ 935V 0/ OH 5.50" 1.50 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.018" @ 9'- 10.4" Allowed = 0.667" 9-08-10 ! 11-02-06 MAX BC PANEL TL DEFL = -0.157" @ 4'- 8.4" Allowed = 0.604" I 1' 4-09-01 4-11-09 5-05-07 5-08-15 MAX HORIZ. LL DEFL = 0.008" @ 20'- 9.2" ,r f . . ' MAX HORIZ. TL DEFL = 0.012" @ 20'- 9.2" 12 12 M-5x6 12.00 V 3 Q 8.00 Design conforms to main windforce-resisting 4i, system and components and cladding criteria. Wind: 140 mph, h=24.8ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3X4 in the plane of the truss only. 4 M-3x9 11 2 i M-3x4 M-1.5x3 N i , o O -, f 6++M-3x4 M-3x8 M-3x4 M-1.5x3 .y M-3x5(S) 1 1 1 9-10-06 5-07-03 5-05-07 © rjty�� l14-00 1 6-11 y �c�' GINrI '6e, cS'/22 20-11 1w 89200PE err- JOB NAME : RIVER TERRACE FRENCH 5 PLEX - C1 ,'' f Scale: 0.2173 -_le �'`' WARNINGS: GENERAL NOTES, union otherwise rated r J 0` 1.Builder end erection coetrador should be advised clap General Notes 1.This design*based only upon the parameters shown and h for en individual �j OREGON A: ,[ ,' Truss: Cl and Wamings before construction commends building componentApplicability of design parameters end proper ,L �} Fy N e\ 2.2s4 compression web bracing must be installed where shown+. Incotporetlon of component la the rasponsibltiy of the building deelgner. a<) ' 14 (]c) �'4 3.Additional temporary bracing to Insure stability during consiructlun 2.Design assumes110 the top end bottom Malls to be laterally braced at V L' b the reeponsibllty of the erector.Additional permanent bredng of 2 na�thin roach as ply unless plywood sheathing(TC)throughout TC( d/or d their ie I BCgth). 41jER�7 DATE: 6/13/2016 the o0ereg simmbre Is the responsibility or the banding designer. 3.continuous m Impact bridgingr lsteal brag required where shown a«rrw*( ) ``�`�l 1 1 �,,,,,•- p or g repo 4.No bad should be addled to any component until after all bredng end 4.Installation of inns is the responsibility of the respective contractor. SEQ.: K2 0 719 5 9 lasienere ere complete and at no time should any bade greater than 6.Design assumes tmnes ere to bs used In a non-corroele environment, and are for'dry condition'of use, TRANS I D: LINK design loads be addled to any component. 6.compwr as rtee no control over and names no responsibility for the 6.Design assumes AA bearing at al supports Mown.Shim or wedge If Xp(RES: 12/31/2017 fabrkshipmentation.handling.shipment and installation of component.. 7. necessary. sumes adequate drainage is prodded. June 14,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both fads of truss,and placed so their center TPVVVICA In SCSI.copies of width MI be furnished upon request. lines coincide with joint center lines. N.Digits Indicate Nie of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L(E 10.For basic connector plate design values rte ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-11-00 GIRDER SUPPORTING 8-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1887) 299 7- 8=(-269) 370 7- 1=(-2103) 304 10- 4=( -68) 879 2x6 KDDF #16BTR T2 2- 3=(-1891) 381 8- 9=(-307) 1298 1- 8=) -137) 1339 4-11=(-1291) 202 BC: 2x6 ROOF #16BTR LOADING 3- 4=(-1297) 305 9-10=(-256) 1488 8- 2=( -233) 105 5-11=( -102) 474 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -763) 225 10-11=(-256) 1988 2- 9=) -157) 176 11- 6=( -202) 1518 2x6 KOOF 92 A TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 20'- 11.0" V 5- 6=(-1121) 260 11-12=( -74) 115 9- 3=) -192) 1002 6-12=(-2184) 319 BC UNIF LL( 75.0)+DL( 80.0)= 155.0 PLF 0'- 0.0" TO 20'- 11.0" V 9- 9=) -395) 101 TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -324/ 2353V -219/ 272H 5.50" 3.77 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 20'- 11.0" -332/ 2353V 0/ OH 5.50" 3.76 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. HND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans 17-05-05 10-05-05 3-05-11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 i . f f MAX LL DEFL = -0.090" @ 12'- 2.5" Allowed = 0.667" 3-08-01 3-02-03 5-04-04 5-06 3-02-08 MAX TL CREEP DEFL = -0.090" @ 12'- 2.5" Allowed = 1.000" f 1' ' 1' 1 1' MAX HORIZ. LL DEFL = 0.010" @ 20'- 8.3" 12 12 MAX HORIZ. TL DEFL = 0.017" @ 20'- 8.3" M-4x6 M-4x6 12.003 M-3)18Q 12.00 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.9ft, ::::=61.00:CD1=6.0, ASCE 7-10, (All Heights), Encl , C2, Exp.B, MWFRS(Dir), load duration facto6, End vertical(s) ar oseo wind, M-3x9 M-4x6Trussdesigned fore in the plane of the truss only. 4 is u7 ..,_ M-3x6aiii 0 in 1 Allikil _., 1FAO? 1 OS1My1_1911_�,11/1 M-3x4+ 0 7.* 8 9 � 11 "12 M-1.5x4 M-3x5 M-3x8 M-3x9+ 1.ummummiammommommammommWammummummommaammumm -1M-3x6 M-5x6(S) M-4x8 M-1.5x4 M-3x4+ M-3x M-3x4+ M-3x4+ 9+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-5x8+ M-5x8+ M-5x10+ M-5x8+ M-5x8+ 3-04-09 3-03-15 5-06 5-06 3-02-08 1 14-00 1 6-11 1 ,Cs, • �fi619 20-11 89200PE• fit-- JOB NAME : RIVER TERRACE FRENCH 5 PLEX - CH1 - Scale: 0.2935 .ate r ir 0405.0, WARNINGS: GENERAL NOTES, unlassd4 henvise toted s 44110° • Cr Truss: C H 1 1.Builder and erection contactor should be advised oral General Notes 1.This design N based only upon the parameters shown and Is for an individual 'J7 ,/'7 0- ®N j' and Warnings before construction commences. building component Applicability of design parameters and proper G `ales Ass 2.204 compression web bracing mud be Installed where shorn a, incorporation of campanula k the rosponsNXity of the building designer. 0 9 2= 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be letenlly breoetl et L�, Is the responsibility of the erector.Additional permanent bracing or 2nti antlrieahin at 10' such as lylly unladebraced(7C)ad/rdryut their length) Aly ARIL‘- DATE: 6/13/2016 the overall structure is Ms reepondblitty or the building de continuous sheathing or such as plywood meedsheatn ere s and/or tlrywaA(BC). '!! abrade 4.In impact bridging or Wesel bracing required the where shown t a SEQ.: K2071460 4.Notoadshouldmapplied toany component anyegadall eaaWnhand 4.DesignasufteuesIsIharespobeeoftheonicoru.eonbedor. adenere are complete and.t no nme should any loads greater then 5.Design assumes Kisses Sr.tore.used ilia nonsorroalve environment, TRANS ID: LINK design loads be applied to any component. and ere for"dry condition"oluse, e.Da 5.Compass:hes no control over and swum..no responsibility for the len==comes NII bearing et an supports mown.shim or wedge it EXPIRES: fabrication.handling.shipment and mdallation or component.. necessary. 7.Designassumes drainage le provided. s Une 14,2016e.This design h furnished wb)ed to the limitations set fanh by S.Plates shallbe bated enboth races or truss,and plead so their inter TPWVICA in SCSI,copies of which nil be furnished upon request. Inas coincide ndth)tint center lines. MiTek USA Inc./Com uTrua Software 7.6.7(11)-E 9.Digits indicate sire of plata In inches. P10.For basic connector plate design values we ESR-1011,ESR-lose(MITak) 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 #163TR LOAD DURATION INCREASE = 1.15 1- 2=(-857) 255 8- 9=(-297) 258 8- 1=(-906) 274 11- 6=(-155) 132 BC: 2x4 KDDF #14BTR SPACED 29.0" O.C. 2- 3=(-771) 397 9-10=(-322) 645 1- 9=(-108) 578 6-12=(-329) 193 WEBS: 2x9 ROOF STAND 3- 5=(-485) 357 10-11=(-170) 503 9- 2=(-136) 139 12- 7=(-190) 651 LOADING 4- 5=( 0) 0 11-12=(-195) 508 2-10=(-257) 213 7-13=(-903) 306 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-672) 356 12-13=) -59) 80 10- 3=(-192) 274 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-665) 215 10- 5=(-146) 102 TOTAL LOAD = 95.0 PSF 5-11=( -64) 221 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -196/ 941V -273/ 292H 5.50" 1.51 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 11.0" -196/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-3x9 where shown; Jts:2,6-7,9,11-12 ** For hanger specs. - See approved plans OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 0-03-14 VERTICAL DEFLECTION LIMITS: LL=1./360, TL=1./240 8-11-12 1-10 10-01-04 MAX LL DEFL = 0.016" @ 10'- 10.6" Allowed = 0.667" ,r 1' 1' ' MAX TL CREEP DEFL = -0.032" @ 11'- 5.1" Allowed = 1.000" 4-05-12 4-04-04 1-11-12 4-10-08 4-10-14 MAX HORIZ. LL DEFL = -0.008" @ 20'- 9.2" f f �'� MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" 12 12 M-9x6 M-5x6 Q e.DD 12.007 3 4 Design conforms to main windforce-resisting �r=�� system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TC DL=6 ,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS ir), load duration factor=l.6, 11411111 I Lo 1 End vertical(s) axe exposed to wind, Truss designed for wind loads in the plane of the truss nly. r Y,r M-3x5 `n i . !/R1 -," I 0 B ** 9 10 11 12 **13 M-1.5x3 M-3x8 M-3x5(S) M-1.5x3 y y l 1 1 y 4-02-04 4-06 2-08-13 4-10y 08 4-07-06 l y � o mr'. k"lJ 14-00 6-11 �GIN4t>py + 20-11 'Pa...89200PE 1.-- JOBJOB NAME : RIVER TERRACE FRENCH 5 PLEX - CH2 Scale: 0.2253 . wwww WARNINGS: GENERAL NOTES, unless otherwise noted. 1/10 it OREGON] fa 1.Builder end erection contractor should be advised of all General Notes I.This design Is based only upon the parameter.shown and is for an Individual fl GO 4 / Truss• CH2 and Warnings before conatmdinn commences. building component.Applicability of design parameters and proper y+ • 2.204 compression web bracing must be Metalled where shown.. Incorporation of component o the rospandblllty of the building designer. �/��q 14 2()� h" 3.Additional temporary bracing to Insure stability during construction 2 Design mums the top and bottom chord.to be laterally braced al r by Is the responsibility of the aredor.Additional permanent bracing of 2 ntinc.and at es0 o c.respectively ply anode eacetl(ll)erdithroughour dyeir length). P fi`r 11-A''anmpactuous ahggl org suer)bplywoodcrequired inere shown.dryweN(BC). !!!��' N DATE: 6/13/2016 the overall structure Is the responsibility of the building designer. 3.23 Impact bridging or lateral bracing required where shown*• SEQ.: K2 0 7 1 4 61 4.No lad should be applied to any component until eller all bracing and 4.InstallationInof tru S Iss thehresponsibility ro b blilyyaft.eir spa non-corrosive nter.environment, fasteners are compete and et no time should any mads greater than gn assumes design Wada be applied io car component end aro for"dry condition'of use. TRANS ID: LINK 5.Coignloasha.noadtoanntrol erendaneumeenoroeponslMltymrihe e.Design assumes full bearngatall supports shown.Shim orwedge If EXPIRES: 12/31/2017 fabrication.handing.shipment and IneteNatlon of components. necessary. T.Pates shag on beth face is provided. June 14,2016 8.This design is furnished eubNd to the limitations net forth by 8.Plates MaN be mated on both lass of 15155,and placed so their Amer TPI/WICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate We of pate In Inches. MITek USA,Ina./CompuTrus Software 7.6.7(1L)-E is.For baste connector plate design values see ESR-1311,ESR-1950(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-9=(0) 0 BC: 2x9 ROOF #1&BTR SPACED 29.0" O.C. 2-3=(-91) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PUP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -74/ 332V -29/ 80H 5.50" 0.53 KDDF ( 625) 1'- 2.9" -47/ 22V 0/ OH 1.50" 0.09 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -34/ 30V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" 1-03-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" f f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX BC PANEL TL DEFL = -0.000" @ 1'- 9.0" Allowed = 0.072" 7 12.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=2l.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), '' load duration factor=1.6, m End vertical(s) are exposed to wind, '-� Truss designed for wind loads co in the plane of the truss only. 0 co 7 o I Ai0 M-3x4 1 l 1 1 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,3,4 1 4 ,1O PRoFs6 `�c y GINE 13) <7 19200 P 100JOB NAME : RIVER TERRACE FRENCH 5 PLEX - BSJ1 .+�' Scale: 0.7033 �� �4011111' WARNINGS GENERAL NOTES, telesedhamisenoted. OREGON Cr Truss: BSJ1 1.BUNMr and eredlon contractor Mould be advised of ala General Notes 1.This design is based only upon the parameters Moven and h for an Individual .''�, � 40 and Warning.before construction commences, building component.Applicability of design parometen and proper ✓f7 2.2x4 compression web bradng must be Installed where Moven e. incorporation of component la the roeponsibllry of the building designer. q 3.Additional temporary bracing to Mauro stability during construction 2.Design assumes the lap and bottom chorda to be laterally braced et +� i 4 �� by la me responsibility dills erector.Additional 08:maned bracing of T nti and ate hin,such ea ply anode braced(TC)and/or their length l�s R A'�� DATE: 6/13/2016 me overall Madura la there 2x imps us sheathing or wch tie plywood Me d vAterC)anmor drywagec). 114 responsibility of component ON bonding all bredn 4.In impact bridging rus ar lateral onsib required the when Moven e e SEQ.: K2 0 714 6 9 4.Na load should be applied to any componem unto after all brodng and 4.Installation of truss la me responsibility ohne respective contractor. lastenaro ere complete and at no time should any loads greater than 5.Design asaumee trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be appltsd to any component, and are for"dry condition"of use. ry 5,Com Trus has no control over and swum.no S.Design assumes NN bearing at all supports Macon.Shim or wwdpe if EXPIRES: +ry y/yi ry2 pu eporroibllNy or me ignass 9// t Ell fabrication,handling,shipment and inatallatlon of components. 7.Design manes adequate drainage is provided. June ne 14,2016 6.This design la furnished witted o the limitations set forth by 8.Plates shall be bested on both faces of trues,and placed w their center L TPLMCA in SCSI,copies of which wIN be mmished upon request. linea coincide with joint center lines. MITek USA Inc./Com uTrus Software 7.6.7 1L E 0.DOW Indicate sire or p9te in Inches. p ( 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=(-4316) 760 1- 7=(-1196) 3599 2- 7=( -692) 3816 10- 5=(-630) 3730 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) - 2- 3=(-3026) 592 7- 8=(-1216) 7666 7- 3=(-4974) 772 WEBS: 2x9 KDDF STAND; 3- 4=(-7429) 1316 8- 9=(-1228) 7769 3- 8=( -286) 1984 2x9 DF STAND A LOADING 4- 5=(-2958) 530 9-10=(-1228) 7769 8- 9=( -382) 910 LL = 25 PSF Ground Snow (Pg) 5- 6=(-9216) 744 10- 6=(-1210) 3548 9- 4=( -278) 1746 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 4-10=(-9710) 808 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO 8'- 8.0" L BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC UNIF LL( 437.5)+DL( 350.0)- 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J-' 0'- 0.0" -760/ 4284V -2000/ 20005 5.50" 6.85 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -760/ 4284V -2000/ 2000H 5.50" 6.85 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. \A/ 9" oc in 1 row(s) throughout 2x9 top chords, XX 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP V 9" oc in 1 row(s) throughout 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.048" @ 3'- 10.2" Allowed = 0.292" MAX TL CREEP DEFL = -0.104" @ 3'- 10.2" Allowed = 0.438" MAX HORIZ. LL DEFL = -0.014" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.029" @ 0'- 5.5" 1-00 7-08 1-00 4 1 ' ' 'COND. 3: 2000.00 LBS SEISMIC LOAD. I 1-00 2-06-11 2-08-07 2-04-15 1-00 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=20.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 17 12.00 load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-4x10 M-5x6 2 3 4 5 / _ - - I ren �- J -I i I I �_4 - ren o o `O : 0 I 1›.- .. 7 8 9 10 x 6 to o M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 M-6x8 l l ,P y l 01 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 y y 9-08 6161 �cO RROF4, -37 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - DH1 Scale: 0.9855 • ear�� 1.Boldo WARNINGS: GENERALlinIsNOTES, unless up on thep rnoted �� 0- Nia 1.Builder s bstsrn contractor should be nces. of all General Notes I.buideon Is baud only cabin y a p design r ahewn and h for en Individual t V A: AT Truss: DH 1 and Warnings before construction commences. building component.Applicability is el responsibility parameter end proper r�A\i^ 2 2a4 compression web bracing must be installed where shown+. A. Incorporllon of component la the raaponsiblll,y or the building designer. '<) 'i).- 14 A° 3.Additions'temporary bracing to insure stabfoy during construction 2 Design assumes the top and bosom chorda to las laterally bracetl et 'G./ ^' L is the responsibility of the erector.Addttenel permanent bracing of oeotir end et ea hen.respectively ply wood s braced TC)a db their dry length by `l% R 11- tinuow bridging such ea plywood sheelhing(:,.antl/or tlrywaA(BC). N DATE: 6/13/2016 the overall structure Is the responsibility of the bulking designer. 3,2a Impact bridging or lateral bracing required where shown< SEQ.: K2071465 4.No load should be applied to any component until alter all bracing and 4.DelaAtion of lutrua.(hhe esmile lobuleedffsthe rerespective recontractor.end, fastener are complete and at no time should any loads greater than5. enassumes TRANS ID: LINK design loads be applied to any component. 6.andrfar^dry N bearing use.supports Shim or cow It 5.CompuTrue hes no control over and sesurnaa no responsibility for the Designassumes li atppo doe EXPIRES: 12/31/2017 co rye fabrication,handling,shipment and Installation of components. 7.pesign assumes adequate drainage Is provided. June 1 4,201 6 6.This design is furnished subject to the limitations set form by B.Plates shag be located on both faces of truss,and placed so their center TPIMRCA In BCSI,copies of which will be furnished upon request. Apra coincide with joint center Imes. 9.Digits Indicate sin of plate in inches, MiTek USA,Ince/CompuTrus Software 7.6.70L)-E ,O.For basic connector plate deapn values see ESR-1311,808-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" INC2012 MAX MEMBER FORCES DDF/Cq=1.00 &B TC: 2X9 KDDF #1TR / 4WR LOAD DURATION INCREASE = 1.15 1-2=(-34) 84 2-4=(0) 0 BC: 2x9 KDDF 01.8BTR SPACED 24.0" O.C. 2-3=(-56) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 12 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -72/ 261V -21/ 79H 1.50" 0.42 KDDF ( 625) 12.00 7 0'- 11.2" -19/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -40/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) : LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.090".l MAX HORIZ. LL DEFL = 0,000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design conforms to main windforce-resisting 111111°11'21111111111 system and components and cladding criteria. f'1/gr li oI Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),.1load duration factor=l.6,fEnd verticals) are exposed to wind, rnTruss designed for wind loads in the plane of the truss only. ooI o /- IM ca PRO,:F s i 1-00 l 1-00 1 .�5� G1N �e /°11. (PROVIDE FULL BEARING. I 'Gfj 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - DJ1 Scale: 1.0758 ,,` �', WARNINGS: GENERAL NOTES, unless otherwise noted' �a OREGON //�� �"'. Truss: D J 1 1.Builder and erection contractor should be advised of ail General Notes 1.This design a based only upon the parameters shown and la for an Individual "f7 OREGON �t and Wemhgs before consrudbn commence.. building component.Appllcabllay of design parameters end proper Atx 2.204 compresion web bracing must be installed where Moven+. incorporation of component N the responsibility of Me building designer. <0- se1 2 M1 3.AddBbnel temporary bracing to InMe stability during construction 2.Design assumes the tap and bottom chords to be laterally bncetl et ,� 1.4 •(„V �.y, 1.IM reaponsidilty of me erector.Additional permanent bndrp of 2'o c.and al 7 V o e respectively unless braced throughout Ihelr length by 1 F' DATE: 6/13/2016 the oreronwocmream.n continuous sheathing such as plywood.neethmg(TO)and%ordryxeA(eC). R'��. epny ca iy of the burgling designer. 3.20 lmpai bridging or Wend bracing required where Moven SEQ.: K2 0 714 6 6 4.No load Mould be applied to any component until after all bndng end 4.Installation of Imo Is the roapondbility of the respective contractor. fasteners are compete and at no time should any Toads greater than 5.Design assumes trueos Cr.to be used In.non-cmro.Ne environment, TRANS ID: LINK design wads be applied I any van eM and are for"dry condition"ora.e. 8.CompuIra hes no control over and assumes no responsibility for the 5.Des* seamen foil bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. ssary. 7.Design assumes adequate dralnage 8.This design is furnished subject to the limitations of forth by 8.Plates Gat)be located on both facesls of truss,and pieced so their comer, June 14,2016 TPIAATCA in BCS(,copies GM=WA be furnished upon request. Anes coincide with Joint center lines. MITek USA Inc./CompuTrue Software 7.8.7(1 L}E 9.Digit.Indicate size of plate In Indra, 10.For basic connector plate design values eve EBR-131 t.EBR4e88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 18-09-06 MONO HIP SETBACK 3-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 18-09-06 GIRDER SUPPORTING 20-11-00 FROM 8-03-00 TO 18-09-06 1- 2=( 0) 89 2- 9=( -782) 3364 9- 3=) -694) 3216 6-13=( -186) 1580 BC: 2x8 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-9972) 1108 9-11=(-1688) 7432 9- 4=(-5189) 1200 6-14=(-6570) 1974 WEBS: 2x6 KDDF #1BTR; 3- 4=(-3364) 788 10-12=) -70) 308 4-11=( -410) 2762 19- 7=( -268) 194 2x6 KDDF #16&BTR A; LOADING 9- 5=(-7519) 1739 12-13=(-1160) 5216 10-11=( -464) 2794 2x8 DF SS B LL = 25 PSF Ground Snow (Pg) 5- 6=(-5640) 1322 13-14=(-1166) 5282 11-12=(-1160) 5222 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 3'- 6.0" V 6- 7=( -58) 72 11- 5=( -659) 2890 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 68.8)+DL( 27.5)= 96.2 PLF 3'- 6.0" TO 18'- 9.4" V 7- 8=( 0) 0 12- 5=( -466) 328 66) 176 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 27.5)= 27.5 PLF 0'- 0.0" TO 18'- 9.9" V BC UNIF LL( 236.5)+DL( 189.2)= 425.6 PLF 8'- 3.0" TO 18'- 9.4" V NOTE-_____BRAN__A BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"OC UON. FOR TC CONC LL( 72.9)+DL( 29.2)= 102.1 LBS @ 3'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 2353.0 LBS @ 7'- 4.5" 0'- 0.0" -871/ 3925V -85/ 145H 5.50" 6.28 KDDF ( 625) 18'- 9.4" -1234/ 5371V 0/ 014 5.50" 8.59 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. II n ICflNfl 9• nneign rher4a.i fnr not pa I rplift at Sri r edam ng BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" ( 2 ) complete trusses required. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" � Attach 2 ply with 3"x.131 DIA GUN � MAX LL DEFL = 0.059" @ 7'- 5.8" Allowed = 0.595" nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords, [[��HANGER BY OTHERS TO APPLY MAX TL c see DEFL = -0.160" @ 7'- 5.8" Allowed = 0.893" 9" oc in 2 row(s) throughout 2x8 bottom chords, CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.019" @ 18'- 3.9" XX 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.038" @ 18'- 3.9" 9" oc in 2 row(s) throughout 2x6 webs. Design conforms to main windforce-resisting 3-05-11 7-11-02 f 2-01-07 f 5-03-02 4 system and components and cladding criteria. 3-05-11 3-09-05 3-10-05 2-08-07 4-07-14 0-03`-12 Wind: 140 mph, h=21ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), 102.10# 12 12 load duration factor=l.6, End vertical(s) are exposed to wind, d 4.28 12.00 1,7 Truss designed for wind loads in the plane of the truss only. M-4x6 M-3x10 M-5x12 f # - - M-5x16 M-1.5x3 n81 A A M R I m o ,/:Z.<'37JI�-�� • 0 1\ M-5x16 M-3x8 �I - - j 10 12 13 ** 14 M-5x10 M-4x12 M-3x6 M-6x10 M18HS-I12x18+ k 1 *2353# , y y 3-04-04 9-01-08 y 3-09-05 2-04-15 5-01-06 l 1 ��y[`cO �yryOFr� 1-00� 7-03 11-06-06 \., -GINE* �. /0�+.. c. 111'.-00 18-09-06 'SC! 9 C :9200p 'r i JOB NAME : RIVER TERRACE FRENCH 5 PLEX - FH1 Scale: 0.2505 •-„" /cam0 WARNINGS: GENERAL NOTES, unless other/Ass noted tip OREGON 1.Ct.' 1.Budder end erection construction should be advised of all General Notes 1.This design iponen.Applicability of design parameters parameter end and s for proper n individual 114.- .'7 Truss: FH1 and Warnings before consm ales ammeco.s. buikIncorporation of component Is the responsibility of the building designer. f4 2(y� 2.254 compression web bracing must be Metalled where shown s. 2 Design assumes the top and bottom dards to be laterally traced el /'�+ 3.Additional temporary bracing to Insure etaeey during construction y o.c.end n 1 iT o.c. P ott,ely unless bread throughout their length by ` Ice the reaps eIb t0 of Me erector.Additional permanent bracing of continuous sheathing each n plywood sheathing(TC)and/or dryweo(BC). R 11.. DATE: 6/14/2016 the oven!!structure I.the responsibility of the building designer. S.2x impact bridging or leteral bracing required where shown c c S E K2 0 714 67 4.No load should be applied to any component until after all bredng and 4.Installation taeaswfttrs s its thehresponsibility used m.e respective contractor.n.m, 4• fastener are complete and at no time should any bads greeter then design leads be applied to any amponerd end ars for"dry condition of use. TRANS ID: LINK 5.CetnWTNshasnoanttol any component. ener,epenslMltiyfarlhs S DeeegnuwmesNNbearing etelsupporbMovn.Shim orwedge if EXPIRES: 12/31/2017 N fabrication,handling,shipment end Instelletlnn of components. T.Design assumes adequate drainage h provided. June 14,2016 S.This design is furnished eubfed to the limitations set forth by B.Plates shag be loafed on both faces of truss,and placed ea their anter TPLn TCA M BCSI,copies of which MI be furnished upon request. lints coincide 9.Digits indicate withee joint pleas ann ter es. lines. MITek USA,Inc./CompuTrus Software 7.6.7)1L)-E 1o.For basic connector pate deign values we ESR-1371,ESR-1586(Meek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4= BC: 2x9 KDDF #16RTR SPACED 24.0" O.C. 2-3-(-77) 57 (0) 0 TC LATERAL SUPPORT <= 12"0C. 000. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 POE 0'- 0.0" -36/ 310V -33/ 101H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -89/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 39V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" f f MAX TC PANEL LL DEFL = 0.009" @ 1'- 3.7" Allowed = 0.197" MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" 12 MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 12.00 V MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, wa End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I cv fel f o Lo o r� M-3x4 ; ,L y 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,3,4 0PROpk- 06, KT ab✓200PE t[ JOB NAME : RIVER TERRACE FRENCH 5 PLEX - FJ1 WWIScale: 0.6558 i '/}A' - WARNINGS: GENERAL NOTES, union otherwisenoted 7 ar OREGON 'i Truss: FJ1 1.Builder and erection contractor should be eddied of all General Notes 1.This deeign is based only upon the parameters Mown and le for an IndMdpI /I7 and Wemings before construction commences. building component.Applkablllty of design parameters and proper `„w ♦I* ,( 2.2x4 comprenian web bradng must be Installed where shown a. incorporation of comported Is the responsibility of the baldin0 designer. JO -'4' 14 n 3.Additional temporary bracing to insure stability during conatrudkn 2.Design assumes the tap end bottom Morrie to be lelerslty braced at [. �y b the responsibility of me erector.Addslonal permanent bracing of 2 o.c.and el ID o.c.rsepectHety unless bated throughout Sill their length by /lieR10- DATE: LL- r- DATE: 6/13/2016 me over.11 structure Is the ro ce I mpous sheathing such as plywood sheathing(7C)and/or drywal(BC). ii ept19 oa Hy of the building designer. 3.2a Impact bridging or lateral bracing required where Mown l• SEQ. : 2 0 7 14 6 9 4.No load should be applied to any component until after all bracing and 4.Installation at inns is the responabmty of the respective codred°, fasteners ars complete and at no time should any beds greater then 5.Deegn assumes bops.are to be used In a nonmorrosha environment, TRANS ID: LINK design loads be.pplledloany component. and are for'erycondition.eruse. .l 5.CompuTrus has no control over end assumes no responsibility for the G.Design assumes MI bearing at el supports shown.Shim or wedge if EXPIRES: 12/3112017 f.brication,handling,shipment end Installation of components. 7.Design assumesadequate drainage is provided. June 14,2016 6.This design is Nmished aub(ect to the limitations set forth by 8.Plates shell be located on both faces of trues,end placed so their timer TP1/W7CA in SCSI,copies of which wig be runlet-tad upon request. thee coincide with Joint ceder lines. Mink USA,Inc,/Com uTNs Software 1 L 7.6.7 S.Digits indicate sin of plate In inches. p ( )-E 10.For basic connector plate design values see ESR-1311,ENR-1888(Mack) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&nTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-106) 92 3-4=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -27/ 341V -55/ 149H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -80/ 141V 0/ OH 1.50" 0.18 KDDF ( 625) 4'- 0.0" 0/ 95V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP LORD. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1' . MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" 4 ' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002" MAX TC PANEL LL DEFL = 0.034" @ 2'- 2.0" Allowed = 0.291" MAX TC PANEL TL DEFL = 0.032" @ 2'- 2.0" Allowed = 0.437" 12 3 12.00 [27MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" 6 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, cr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'I load duration factor=l.6, -m End vertical(s) are exposed to wind, o Truss designed forwind loads I in the plane of the truss only. 0 u VA I / ►' "5 y M-3x4 1-00 4-00 ({'J� �Fi 7I OFt (PROVIDE FULL BEARING;Jts:2,3r5 I �� GIN �/ :920 r 1111 , JOB NAME : RIVER TERRACE FRENCH 5 PLEX - FJ2 t�/ /�.� • Scale: 0.5501 WARNINGS: GENERAL NOTES, wises otherwise naled le OREGON /'1A1 / 1.Budder end erection eontredor Mould be advised of el General Nods 1.This design Ie based only upon the parameters Mown end Is for en Individual ,� V f'1EG V I V Ix A•'Q, Truss: FJ2 and Warnings before construction commence. building componentApplkabilgy of design parameters and proper A\ 2.2x4 compression web bracing nma be Installed where shown•. Innerperenon of component Is the rape sibdlty or me Wilding assigner. /'0 "q}" 14. ZQ 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bosom chords to be laterally braced at � Ie the ro nabllN of the eredor.Additional permanent bracing of c clio. and et e h e.respectively ply unless braced Ihmughod Ihelr length by /R 1% apo continuous eMalhing such as ptywootl Meathllq(TC)and/or drywaW(BC). 4 DATE: 6/13/2016 the overall structure Is the reepunsibdlty of the building designer. 3.2e loped bridging or lateral bradng required where Mown•e SEQ.: K2 0 714 7 0 4.No load should be applied to any component until after all bradng and 4.Indadatbn of truss IS the responeibdity of the respective contractor. Whiners are complete end et no time Mould any loads greater than 5.Design assumes trusses are to be used Ina noncorroshe environment, TRANS I D: LINK deagn loads be applied to any component. and snfor come full bearing clues we.supports lie 5.CompuTrus has no control over and assumes no responsibility for the 6.Dem full et all w rte Mown.Shin,or veetl 0 EXP,I RES: 12/31/2017 esery. fabrication,handling,shipment end Inaalateneleemponenta. 7.Design assumes adequate drainage iprovided. June 14,2016 B.This design Is furnished wafted to the limitations set forth by B.Plates shed be located on beth faces of truss,end pieced w their center TPW4TCA In SCSI,copies of whbh will be mmiehed upon request. Nnes coincide g.Digits Wickets dee ith Jot int center terIn llinees. s. MITek USA,Inc./CompuTrus Software 7.6.7(1LFE 10.For basic connector plate design values see E5R-1317,ESR-16118(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-301) 251 3-4=( -78) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -19/ 325V -92/ 231H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -181/ 262V 0/ OH 1.50" 0.34 KDDF ( 625) 3'- 9.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -49/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. _--- ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" ' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002" (,) MAX TC PANEL LL DEFL = 0.011" @ 1'- 8.7" Allowed = 0.291" MAX TC PANEL TL DEFL = 0.010" @ 1'- 8.7" Allowed = 0.437" MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" 11,12//=.44 2 MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 12.00 V li /0 Design conforms to main windforce-resisting system and componentsr and cladding criteria. Wind: 190 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir),. (�) I load duration factor=l.6, sr End vertical(s) are exposed to wind, o Truss designed for wind loads io in the plane of the truss only. I 77 N 0 M-3x4 J• 1-00 j 4-00 y 1-11-11 y ,c),Vr Pf 0 -6 (PROVIDE FULL BEARING;Jts:2,3,5,4 I _fr‘� \AGINE" ,4. <2 ,.�...89200PE <" JOB NAME : RIVER TERRACE FRENCH 5 PLEX - FJ3 4 1/1"" i'---- Scale: 0.4454 '.PA O" + [-}, WARNINGS:I.Sld., GENERALNOTES,isb udeupotherwise parameters 7 OREGON 6i 1.9uAdar ash erection conlradar strouM be advised of all General Notes 1.ThIs design based only upon IM paremalen ahawn and is for an Individual OREGON V ye_ Truss: FJ3 and Warning.before wn.tnadwn commence. building component.Applicability of design parameters and proper /J i 2.2s4 compronlon web bradng must be Installed where Moven+. incorporation of component h the rosponstbpity of the bulNling designer. �Q �q}I ()�� �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top ash bottom chordate be laterally their al AA14L•' is the responsibility of the erector.Additional permanent bracing of T o.e and at 70 a.c.aonh a.sty.sadunlea Mimed throughout their length by "!/ ` L� continuous sheathing such as plywood sheathing(7C)and/or drywell(BC). !! aFi' DATE: 6/13/2016 the overall structure lame responsibility of the building designer. 3.2i Imped bridging or lateral bracing required where shown++ S EQ.: K2 0 714 71 4.No bad should be applied to any component until alter all bradng and 4.Installation of truss Is the responsibility of the respective contractor, fareners are compete and at no time Mould any loads greeter than 5.Design assumes uveae.ars to be used In a non-corrosive environment. TRANS ID: LINK design pada be applied to any component. end.re for'dry condmon+of use. 5.CampuTnn has no control over and assumes no responsibility for the 6.Design s.umea NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and matell.tmn of components. 7.Design ae.anes adequate drainage Is pmntded. June 14,2016 e.This design is furnished cabled to the limitations set forth by e.Plates shall be located on both faces of truss.and placed w their center 7PINVICA in SCSI.copes of which*Abe Nml.hed upon request. Anes coincide with Mint center Ane.. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CornpuTfus Software 7.6.7(IL)-E II.For basic connector plate design value.sea ESR-1311,ESR-Ieee(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-160) 196 4-5=(-255) 239 4-1=(-149) 82 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -15) 7 1-5=(-200) 225 WEBS: 2x4 KDDF STAND 5-2=(-172) 160 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -24/ 185V -99/ 143H 5.50" 0.30 KDDF ( 625) 3'- 10.5" -84/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) '* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.027" @ 1'- 8.7" Allowed = 0.239" MAX TC PANEL TL DEFL = 0.024" @ 1'- 8.7" Allowed = 0.358" MAX HORIZ. LL DEFL = -0.001" 9 3'- 5.0" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.0" 3-06-12 0-03-12 4' T 4' Design conforms to m ) windforce-resisting 12 system and componentsand cladding criteria. 8.00 Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. IIm. 11 M-3x9 'i m 111111111111141111111111 IIIII 0 I• I o /- Itillillillija -/ 4 5 M-1.5x3 M-3x4 y 3-10-08 y �`y° PR Opt cmc,4NGIN��c ©� 'r :9200PE JOB NAME : RIVER TERRACE FRENCH 5 PLEX - FJ4a Scale: 0.9659 -----'....... 44/ WARNINGS: GENERAL NOTES, unless otherwise noted: + ORC��^' `. 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an individual (Z l:l V t Y . Truss: FJ4 and Wamingsbefore consbutioncommences. building component.Appliabilityardesign parameters and proper L. �Y 2P 10.4 2.2a4 compression web bracing must be installed where shown w. incorporation of component Is the responsibility of the building designer. R�/1 "' 1 A ".. 3.Additional temporary bracing to Insure stabliity during instruction 2.Design assumes the lop end bottom chane 10 be ly braced at 'V Y' �. Is the rosponslblNty of the erector.Additional permanent bracing or 2'o c.end at 10 o e respectNeiy unless braced throughout their length by !Ri/J DATE: 6/13/2016 the overall erecters Is me re slbq of building dee continuous sheathingsuchse plywood ahealmng(TC)antl/or drywaA(BC). e"�. }'t`,. sport AY a g igner. 3.2a Impact bridging or lateral bracing required where shown.* ' 1 SEQ.: K2 0 714 7 2 4.No load should be applied to any component anti)eller all bracing and 4.Installation llatesign e.wmr:striiss the are to responsibility e tthe respearoe contractor. rat, fasteners are complete and at no time should any loads greater than and are los"dry trusses re tob. TRANS I D: LINK design bads be applied to any component. 8.Design assumes NM bearing at al supports shown.Shim or wedge 11 5.CompuTrushas nocontrol over and assumes noresponsibllltyfor the necessary. EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. June 14,2016 6.This design is famished subject to the limitations set forth by B.Plates shah be bated on both races or truss,and placed so their anter TP6V6ICA In BCSI,spies or which MN be furnished upon request. Anes coincide with Join anter Anes. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E to.For bask connector plate design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 IC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 129 5-6=(-259) 246 5-2=(-403)(- ) BC: 2x4 KDDF # O.C.l&BTR SPACED 29.0" 161 WEBS: 2x9 KDDF STAND2-3=1-166) 149 2-6=(-205) 227 3-9=( -15) 7 6-3=(-170) 169 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF • BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -39/ 490V -104/ 163H 5.50" 0.70 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 9'- 0.0" -85/ 213V 0/ OH 5.50" 0.34 KDDF ( 625) "" For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" . MAX TC PANEL LL DEFL = 0.026" @ 2'- 0.4" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.026" @ 2'- 0.4" Allowed = 0.373".t 3-08-04 0-03-12 1' 'l '( MAX HORIZ. LL DEFL = -0.001" @ 3'- 6.5" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 6.5" 8.00 177M-1.5x3 4 -1 Design conforms to main windforce-resisting 3 system and components and cladding criteria. W Wind: 140 mph, h=21.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. al M-3x4 m 0 2 I Illisi Ln I 0 1 I Z 5� tt6 M-1.5x3 M-3x4 l l y 1-06 4-00 ��� p P 0/z4-• ,�ro �•NGI N moi+ /p tG ?" 89200PE r. JOB NAME : RIVER TERRACE FRENCH 5 PLEX - FJ5 ,// Scale: 0.5013 WARNINGS: GENERAL NOTES, unless otherwise noted VIP Truss: FJ5 1.Snider end eradloncontractor should beadvised ofeiGeneral Notes I.misdesign isbased enyupon the parameters shown and isfor anindividual '7� , OREGON �4i end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2a4 compression web bradng must be installed where shown e, incorporation of component la the responsibility of the building designer. f� "`� 14 {7 d� 3.Addilenal temporary bracing to insure stability during construction 2.Design aaeumse the top end bottom drone to be laterally braced N 8. Is the responsibility of the erector.Additional permanent bracbg of 7 a.c.and at 10'o.a.rsapeclNely Wass braced throughout mall length by DATE: 6/13/2016 hs overall structure is the responsibility of the building designer. 3continuous sheathing such es plywoodplywoodaheathbp(TC)and/or dryasl(BC). 1! -." p' �� .In Impact bridging or lateral bracing required where shown.. A SEQ.: K2 0 714 7 3 4.No bad should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the reepectNe contractor. Manners ere complete and at no time should any bads greater than 5.Design assumes trusses ere to Na used Ina non-corrosive environment, TRANS I D: LINK de.1 bads be applied to any component. and are for"dry ondabn"et use. e.Design assumes NA bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.CompuTrus hes no control over and asumes no responsibility for the rte fabrication.handling,shipment and installation of components. 7.Design assumes age is d. 6.This design is famished subJed to me limitations set Foch by S.Plates shall be locaateduoneboth fac s of Wes,and placed so their center June 14,2016 TPIANTCA in SCSI,copies of which nil be furnished upon request. Ines coincide with Joint center tins. MITek USA,Inc./Com uTrus Software 1 L 7.6.7 5.Digits Indicate size Opiate in doh..( J.E 10.For bask connecter plate design values see EBR-1311,EBR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 44R/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-73) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -51/ 320V -32/ 9911 5.50" 0.51 REEF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "mc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed - 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" f f MAX TC PANEL TL DEFL = -0,002" @ 1'- 2.9" Allowed = 0.220" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12.00 7 Design conforms to main windforce-resisting , 3 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir);:� load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I 0 I c4 O to O 0 Illgal 401=M M-3X4 y 1 l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I v,vO PR Bkpt -St 619 :9200 P E c"` JOB NAME : RIVER TERRACE FRENCH 5 PLEX - FSJ1 Scale: 0.6558 4101. - WARNINGS: GENERAL NOTES, unlessotherwisenoted: - 'AL OREGON �li la CC 1.and and erection contractor shood be commences. advised of aft General Notes 1.This design is based only upon the parameter.shown and M for en individual OR EG I Y "'✓ Truss: FSJ1 and Wemings before conkrvdbn commences. bullringcomponent.Appllubilof design parameter.end proper C$ 4 2.244 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building tleslgno,. /l\ 14 A 2,V 3.Additional temporary br.clnp to Insure kabiley during construction 2.Destgn assumes the top and bottom chorda to be laterally br.utl et '�, V ,;j)IP* Is the responsibility of the erector.Additional permanent bracing of 2'n.cend a11Uhin.such as plyanodebracedthroughoutr dryIeti(B by n R II ';a) IP' continuous t I D oing such as plywood,braced throu hoot rt tlrywe length b. IA- DATE: 6/13/2016 the overall structure Is the respon.lbety of the building designer. 3.2,Impact bridging or lateral bracing required where shown.. 4.No load should be applied to any component until ager all bracing end 4.Installation of true.Is the r.sponeibBty of the respective contractor. SEQ.: K2 0 719 7 5 fakener.ere complete and at no time should any beds greater man E.Design sesames busses ere o be used Ina nen-corro,Ne environment, design bads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK s.csignloadM.nownwlaycomponver and eam.dn9redpanalennyrorme a.Dnecessary. eignaewmeefunMaringataueuppornshown.Shim orw.edgeIf EXPIRES: t+3l/W,1 febrks9on,handling.MI t and Inksiollon of components. ry ' Amen cohe 7.Design shall el adequateotracdesignbe faces of Irusa,and placed so their unlet TPIAVOCA In SCSI.copies of which MMA be furnished upon request. Imes coincide with joint center he.. 9.D19ite Indicate stn of plate In inches. MITsk USA Inc./ColnpuTrus Software 7.6.7(1L)-E 19.Far baeb connector plate design values see EER-1311,EER-t988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 FROM 4-00-00 TO 12-01-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #160TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2934) 390 1-6=(-380) 1889 6-2=( -152) 1197 BC: 2x6 KDDF #16BTR WEBS: 2x9 KDDF STAND; 2-3=(-1267) 215 6-7=(-376) 1863 2-7=(-1128) 236 2x9 KDDF #168TR A LOADING 3-4=( -206) 228 7-8=(-212) 925 7-3=( -283) 1817 LL = 25 PSF Ground Snow (Pg) 4-5=( -15) 7 3-8=(-1708) 338 TC UNIF LL( 50.0)+DL( 20,0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -209) 176 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 135.0)= 278.8 PLF 4'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 759.0 LBS @ 3'- 0.0" 0'- 0.0" -249/ 1799V -149/ 301H 5.50" 2.88 KDDF ( 625) Single member as shown. 12'- 1.0" -385/ 2139V 0/ OH 5.50" 3.91 KDDF ( 625) Hangers attached to the bottom chord LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL will have 1.5" max. nail penetration. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. *0 For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 peP) 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 = 0.024" @ 4'- 3.7" Allowed = 0.372" MAX TL CREEP DEFL = -0.073" @ 9'- 3.7" Allowed = 0.558" 4-05-07 3-08-15 3-06-15 0-03-12 MAX HORIZ. LL DEFL = -0.007" @ 11'- 7.5" f f f f f MAX HORIZ. TL DEFL = 0.014" @ 11'- 7.5" 12 8.00 M-1,5x3 5 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3xin the plane of the truss only. A1I - �� - u 1. ® e In , 7 + 8 o M-5x10 M-3x8 =M-6x6 M-6x8 1 +7548 . ,, 1 y 4-03-11 3-07-03 4-02-03 y c, 1 PROP4, 12-01 GINE /p. 17 - 89200PE r- JOB NAME : RIVER TERRACE FRENCH 5 PLEX - HGIRD Scale; 0.3102 = i _ WARNINGS: GENERAL NOTES, unlessotherwisehe he noted OREGON Cr i Truss: HGIRD 1.Balder end eredbn eonirador should be advised of all General Notes 1.This design Is based only upon the gannet ar shown and le for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper L ,y-, /( 2.204 compression web brodng mud be Instated where shown 5. Incorporation of component Is the responsibility of the building designer. ""�I+^ ` t,, ( �� "' J.Additional temporary bracing to Insure stability dump construction 2.Design and t tO the top and sly Ar...ter to be laterally braced eat n "� 7 '�4 �„v�A"�"' Is the responsibility of the erector.Additional permanent bracing of 2'o c end at 10 a.c.respectively unless braced throughout their length by `' DATE: 6/13/2016 Me overall structure h the rosponsiblAy el Me building tleapneG continuous sheathing such as plywood Meething(Tc)endror drywan(BC). R R I 4.No load should be applied to arty component until eller all brodng and 4.lnategz lstonact ofMinis Baor erelsponsbility of the respectrequired where ive contractor. (l 1••1•- own ii z SEQ. : K2071476 fasteners are complete and atnotime should an bad.greater than 5.Des Y ere assumes onus are b be used Ina noncorrosive environment, TRANS ID: LINK d.dgnbadabe,pgl.ateenyamponent. and"rofor"dry aonaglon^oruse. 5.CompuTrua has no control over and assumes no responsibility forme 6.Design assumes NW bearing el all supports shown.Shim or eadga II EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design b furnished suited to the limitations set forth by 8.Plates shall be bated on both faces of truss,end placed so their center June 14,2016 TPINATCA in SCSI,copies of which wit be furnished upon request. Anes coincide with joint center lines. MiTek LISA,Inc./CompuTrus Software 7.6.7(11_)-E 10. Digits indicate size of plate in Inches. 10.Far 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 10-00-00 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 10-00-00 GIRDER SUPPORTING 3-06-00 1- 2=(-900) 212 1- 6=(-1402) 1779 6- 2=(-187) 556 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-542) 121 6- 7=( -760) 1466 6- 3=(-863) 492 3- 4=(-542) 121 7- 8=( -760) 1466 7- 3=( 0) 178 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-900) 212 8- 5=(-1902) 1779 3- 8=(-863) 492 TC LATERAL SUPPORT <= 12"OC. CON. LL = 25 PSF Ground Snow (Pg) 8- 4=(-187) 556 BC LATERAL SUPPORT <= 12"OC. VON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 2'- 0.0" V TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 2'- 0.0" TO 8'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 8'- 0.0" TO 10'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"01 UON. FOR BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 0'- 0.0" -110/ 761V -2000/ 2000H 5.50" 1.22 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 18.8)+DL( 15.0)= 33.8 PLF 0'- 0.0" TO 10'- 0.0" V 10'- 0.0" -110/ 761V -2000/ 20000 5.50" 1.22 KDDF ( 625) TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 2'- 0.0" TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 8'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.013" @ 5'- 0.0" Allowed = 0.303" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.024" @ 5'- 0.0" Allowed = 0.454" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.008" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.010" @ 0'- 5.5" ICOND. 3: 2000.00 LBS SEISMIC LOAD. I 1-11-11 6-00-10 1-11-11 f f f f Design conforms to main n windforce-resisting system and componentsand cladding criteria. 1-11-11 3-00-05 3-00-05 1-11-11 4 423.30# 1' 423,30# f Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), duration) fEnclosed,, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 N 12.00 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 M-4x6 M-3x8 3 felMIIMIMIIMII: 111111M1.1.11.1M00111111, 1 a _ __. .. fl. .....AIIIMII .......:AIIIAldllallihiL on of i�� 6 7 8 .16 0 o M-3x4 M-3x4 M-1.5x3 M-3x4 M-3x4 j y ,1 l l 1-10-04 3-01-12 3-01-12 1-10-04 y y 10-00 ,R10�C.. NGp / -31 :9200PE •r" • JOB NAME : RIVER TERRACE FRENCH 5 PLEX - GH1 a Scale: 0.9997 - �� WARNINGS: GENERAL NOTES, unless otherwise noted: 0 • CC I"1©L'"f''rr1A7 lv F, I.Bidder and erection contractor Mould be advised ofd General Notes 1.This design N based only upon the parameters shown and I.bran individual ' OREGOI V 4 Truss: GH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4' /J �1y 2.2x4 compression web brsdng must be'Welled where Moven 5. Incorporation of component b IM responsibility of the building designer. /6 -7� d A c 3.Additional temporery bracing to have stability during construction 2.Design themes the top and bosom shams to be laterally bread et 1 Y Is the responsibility of the erector.Additional m teasing of 2•o.c.and et se a c.respectively unless bncad ihroug rdl their langth by E R 1 L permanent continuous sheathing such as plywood eheething(TC)and/or drywel(BC). �••i DATE: 6/13/2016 the overall structure Is the reeponsibllty of the building designer. 3.2K Inspect brtdging or labral bradng required where shown•a 4.Na bad should be applied b any component until after all bradng end 4.Installation of Inds le the responslbllty of the respective contractor. SEQ.: K2 0 714 7 7fasteners are compete and at no time should any loads greeter then 5.Design sesame.trusses are to be used Ins ran<orroelve environment, design loads be apples to any component. and are for"dry condition.of use. TRANS I D: LINK 5.C sign to us hes no control over and assumes no responsibility for me 8.Design assumes full bearing at at supports shaven.Shim or wedge II EXPIRES: 12/31/2017 fabrication,handling,shipment and installation ofcomponents. 7.Design assumes adequate drainage is provided. June 14,2016 8.This design Is furnished=bled to the limitations set forth by S.Plates shell be bated on both feces of teres,end placed as their center TPVWTCA in BCSI,copies of which will be banished upon request. Inas coincide vdth lett anter lines. 9.Digits indicate size of plate In inches. MITek USA InciCompuTrus Software 7.6.7)1L}E 10.For basic connector plate design values see ESR-1311,ESR-f 985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-02-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 9-02-00 GIRDER SUPPORTING 36-06-00 1- 2=(-3932) 690 1- 7=(-1230) 3412 2- 7=( -582) 3496 10- 5=(-572) 3424 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2754) 492 7- 8=(-1062) 6862 7- 3=(-3922) 666 WEBS: 2x9 KDDF STAND; 3- 4= 6532) 1156 8- 9= 1072 6944 3- 8= -264) 1850 2x4 DF STAND A (- (- ) ( LOADING 4- 5=(-2696) 482 9-10=(-1072) 6944 8- 4=( -382) 886 LL = 25 PSF Ground Snow (Pg) 5- 6=(-3844) 676 10- 6=(-1244) 3372 9- 4=( -256) 1602 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 2.0" V 4-10=1-4134) 698 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0,0" TO 8'- 2.0" L BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ' BC UNIF LL( 431.2)+DL( 345.0)= 776.2 PLF 0'- 0.0" TO 9'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -709/ 4010V -2000/ 20008 5.50" 6.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 2.0" -709/ 4010V -2000/ 2000H 5.50" 6.42 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing, . VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.038" @ 3'- 8.2" Allowed = 0.275" MAX TL CREEP DEFL = -0.082" @ 3'- 8.2" Allowed = 0.412" MAX HORIZ. LL DEFL = -0.012" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.020" @ 0'- 5.5" 1-00 7-02 1-00 'COND. 3: 2000.00 LBS SEISMIC LOAD. 1-00 2-04-11 2-06-07 2-02-15 1-00 f f ,r fDesign conforms to main windforce-resisting 12 system and components and cladding criteria. 12 N 12.00 12.00 Wind; 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-3x10 M-5x6 2 3 4 5 Y I -I� I_ rn 7 15-1,............------------- -....- -.'),T-----'...--44 o9 Not s I + I , LII cF �,� e' S1-� N 1 1J"-- 1 7 8 9 10 6 �I o o M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 :=1,4-6x6 l l b y l l 1-03-08 2-04-11 2-02-15 1-11-07 1-03-08 y 9-02 i'�R p PROF�ss <cy 89200PE 1- JOB NAME : RIVER TERRACE FRENCH 5 PLEX - EH1 Scale: 0.4991 `, �/' . WARNINGS: GENERAL NOTES, unless otherwise noted. + a,.... Truss: EH1 I.Bulkier end erection contractor should be advised ofal General Notes 1.This design a based only upon the parameters shown end is for en individual ' ' OREGON A �1/ and Warnings before construction commences. building component.Applicability of design parameters end proper Ve 2.2x4 compreplon web bracing must be installed where shown+, Incorporation of component le the responsibility of the building designer. R✓� 2ri� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the taped bottom chords be laterally braced et Y V�� Is the responeibilty of the erector.Additional permanent bracing of 7 o,c.end at 10 0.c.respectively unless breed throughout(heir length by DATE: 6/13/2016 the overall structure le the responsibility of the building designer. continuous sheathing such as pfynaod sheathing(TC)end/or drywail(BC). R'r 1 3.2a Impact bridging or lateral bracing required inhere shown♦♦ r'j L+Y SEQ.: K2 0 7 14 7 8 4.No Toed should be implied to any component until agar lap bracing and 4.Inatalleten of truss Is the reeponsibllty of the respective contractor. fasteners ere complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK dergnloads be applied toany component. and are er^aycondition.ofuse. 5.CampuTrue he.no control over and essumes no responsibility tor the 8.Design assumes full bearing at allsuppans shown.Shin en asdpa If EXPIRES: 12/31/2017 fabrication,handling.shipment and Instaletlon of components. necessary. 7.Desigdra 6.The design Is furnished stalled to the limitation sat fort by S.Pla esnshag be locamum.l:duonebothinage fecesls of pro eand placed so their center June 14,2016 TPWV/CA in SCSI,copes of which MI be furnished upon request. Anes coincide with Oka center lines. MITek USA,Inc./CompuTlUS Software 7.6.7(11_)-E9.Digits Indiate she of pee In Inches. 10.For bests enactor 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 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-73) 51 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 ROOF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" 1' I MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12.00 7 Design conforms to main windforce-resisting 3 -I system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=l.6, '' End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I 0 N o I 9111...1111111 .O 0 M-3x4 l l 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I �t,,,c O PkR Op s. 4 :9200P V<' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - GJl �'.0 �� . Scale: 0.6558 W� WARNINGS: GENERAL NOTES, unlace othen se noted /1'OREGON tc l l>Ct 1.Builder end erection conlrador should be advised of a%General Notes 1.This design is based only upon the parameters chows and is for en Indlvldual iOREGON t[✓ Truss: GJ1and Warnings before aenetrudlonaommenaee building component Applicabileyeldesign parameters and proper 2.C1��A. 2.204 comprcWon wee bracing mud be installed where.sown 0. Incorporation of component is me responslbmy of the building designer. Gy� All ' 14 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chortle to be laterally braced at by is the responsibility of me erector.Additional permanent bracing of 7 continuous ou s ea hies respectively es ply anises brecetl(TC)an/their length). 7'i)R 10- DATE: continuous shealhing each es plywood sheathing(TC)and/or tlrywa%(BC) 6/13/2016 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where Mown a• S E K2 0 714 7 9 4.No bad should be applied to any component until alar all bracing and 4.Installation of is the responsibility of the respective contractor. Q•• fasteners are complete end at no time should any bads greater then 5.Design assumes trusses ere robs used Ina noncorrosive environment, and are for"dry condltlan"of use. TRANS I D: LINK design beds be applied to any component.5.Oompuhus hes no control over end eeewnee no responsibility ten the E.Design assumes NI bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2017 ry fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. June 14,2016 8.This design is furnished subject to the limitations set form by 8.Plates shall be located on both feces of trues,and pieced co their center TPW.tlCA in SCSI.copiers of which sill be furnished upon request. Ane.coincide with joint center lines. 9.Digits Indlca1e size of plate In Inches. MITek USA,Inc.ICompuTrus Software 7.6.7(1t)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF ft1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-9=(0) 0 BC: 2x9 KDDF 01SBTR SPACED 24.0" O.C. 2-3=(-115) 98 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) 014 TOP CHORD = 35.0 PDF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -38/ 393V -61/ 161H 5.50" 0.55 KDDF ( 625) 1'- 9.2" -16/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -80/ 117V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.059" 3 -1 MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 12.00 Design conforms to mlindforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, ,� Truss designed for wind loads I in the plane of the truss only. c 0 c • 10 0 o I /- 1• 4►/ -1 M-3x9 1-00 2-00 1-11-11 (('�� [/p 'PROVIDE FULL BEARING;Jts:2,4,3 "S' c'O 1�ilR0f+k",.y� I . CD �`LV/V \7 200 r E JOB NAME : RIVER TERRACE FRENCH 5 PLEX - GJ2 4400111 • Scale: 0.5669IMMO -10 (-§``' WARNINGS: GENERAL NOTES, unless otherMse noted: ��jj �v//}}A�� '"! 1 Builder and erection coetrador Mould be advised ofaA General Notes 1.This design Is based only upon the parameters shown end Is for an individual OREGON to Truss: GJ2 and Wemings before construction commences. building component.Applicability of design parameters end proper �A } 2.204 cemproaston web Dndng must be installed where shown+. incorporation of component Is the responsibility of the building designer. ��I�/� '44' 7 A 2. ` 3.Additional temporary bredng to Inure.leblley during construction 2.Design assumes the top and bottom chords to be laterelty braced al S/ .11 't 111,,, Is the ro �blA 1 the eredor.Additional permanent bracing of T o c.end at 10 sheo.cathing rsuch as pfy union.braced throughout and/or their.N(B)ngth Y I�� cps ty c eermdne continuous shgingi or suer as bracing Mee where sand/or dryweA(BC). aR DATE: 6/13/2016 the overall structure h the responsibility of the building deelgner. 3.2x Impact bridging or lateral bndng required where spawn++ SEQ.: K2071480 4.No s.d.1,0014 be.pplI.d teeny component untllefter.tl br.dng end 4.o.stiat. fttwolethe eeoWbulwaiterespeivecn.doornent, fastened are complete end at no time should any mads greeter than g TRANS ID: LINK demonloads beappliedtoanycomponent. and ere for••drycondition"eruse. 8.D 5,CompuTrue has no control over and assumes no responsibility for the Design assumes MI bearing at all supports Mown.Shim or wedge it EXPIRES: 12/31/2017 fabrication,handling,slimed and installation of components. 7.Design assumes adequate drainage le provided. June 14,2016 8.This design is furnished subject to the limitation set forth by 8.Plates shall be boated on both faces of trues,and placed so their center TPINVICA in SCSI,copies or which vIA be furnished upon request line coindde with pint center lines. 5.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.7(9L}E to.For basic connector plate design values see ESR-1311.ESR.raae(M7ek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 89 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-56) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 12 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -72/ 261V -21/ 79H 1.50" 0.42 KDDF ( 625) 12.00 V 0'- 11.2" -14/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 1'- 0.0" -40/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1-. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 " c spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL--L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.040" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. ' o I Wind: 140 mph, h=19.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, Lo o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),'. I load duration factor=1.6, `4 End vertical(s) a exposed to wind, f" Truss designed Forewind loads 'w1 11111111111�+ in the plane of the truss only. I I o oI M-3x4 �C. '5C} PRQp 1-00 l 1-00 1 � GIN �'/per (PROVIDE FULL BEARING. I (t. 89 200 P E 'ver- JOB NAME : RIVER TERRACE FRENCH 5 PLEX - EJ1 0"/If4 Scale: 1.0758 i WARNINGS: GENERAL NOTES, unless othenMse notedOREGON � �� y�� _ Cr 1.Builder end erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown end la for an Individual ,,}'_ Truss: Nkmitqs before construction commences. building component.Applicability of design parameters and proper L.. -442'2 2s4 compression web bndng must be installed where shown n. Incorporallon of component la the responsibility of the building designer. �✓^ �7 1 4 �y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced et '�,/ L �. Is the responsibility of the erector.Additional permanent bracing of T o.c.end at 10 o c.respectively unless braced throughouttheir length by ��y a.�.� l� DATE: 6/13/2016 the overall structure b the reaponsibgry of the building designer. 3,D Imp.d bridging orr lateraas bradnpr plywood where shown v.drywal(BC). /�r SEQ. : K2071482 4.No load should be applied to any component until alter all bracing and 4.Installation Ohms Is the responsibility of the respective contractor. fasteners aro complete and at no time should any loads greater then S.Design assumes trusses aro to be used in a non-corrosive environment, design beds be applied to any component. end are for"dry condition'.of use. TRANS ID: LINK 8.Design assumes NB bearing et all supporta shown.Shim or wedge If EXPIRES:S�+ ryry 31/ 0.I7 B.ComWTnn nes no control over end assumes no responsibility for the necessary. EAPI�Ea.T. �L/l}`/ l/l! fabrlcetkn,handling.shipment and Installation of components. 7.Design assume.adequate drainage Is provided. June 14,201 6 S.This design Is furnished subfed to the limitations set forth by 8.Plates shall be hated on both bas of truss,end placed eo their renter TPIA TCA In SCSI,copies of which will be fumished upon request. Knee coincide with joint ante,lines. a.Digits indicate sire of plate In Inches. MITek USA,Inc,/CompuTnls Software 7.6.70L)E 18.For basic connector plate design velum see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 /ODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 5-6=(-295) 216 5-2=(-531) 124 4-7=(-278) 158 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-248) 106 6-7=( -55) 74 2-6=( 0) 199 WEBS: 2x9 KDDF STAND 3-4=(-154) 87 6-3=(-105) 114 LOADING 6-4=(-129) 181 TC LATERAL SUPPORT 24"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -54/ 518V -96/ 130H 5.50" 0.83 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -50/ 326V 0/ OH 5.50" 0.52 RUDE' ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.067" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" 1-11-11 ,r 5-03-05 l 1 I 1 MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.3" 12 MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.3" 12.00 P7 M-4x6 Design conforms to main windforce-resisting system and componentsand cladding criteria. 3 M-3x4 q Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ''v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �D load duration factor=l.6, !!e End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 E� o m .,....,..,,11..,11,1,,,,,,_.6,....., u .,, r 0 M-1.5x3 M-1.5x3 M-3x8 l 1 l 1-08-08 5-06-08 J• l l 1-00 7-03 � E',9, 0 PRQp'p-SSS' $9200P �r• JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J1 Scale: 0.4956 aft. / WARNINGS: GENERAL NOTES, unless othenvtee noted' P'! • rt. Truss: J 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual i Q 0 N end Warnings before cenabuctiun commences. building component.Applicability of design parameters and proper 2.2e4 compression web bracing must be installed where shown+. Inwrpore9on of component N the responsibility of the building designer. /.^ Y 1 • n 3.Additional temporary bracing m Insure stability dudng wnstrucibn 2.Design assumes the top and bottom chords to be laterally braced al 'G./ i L�, L Is the responsibility of the erector.Additional permanent bracing at 7 o.c and at 10.o.c.respectively unless braced throughout their length by � �� DATE: 6/13/2016 the overall structure Is the responsibility arms building designer. 3.S e continuous bidginglor lattorcibracingoe airedsheathing(TC)wreshown +r sryweu(Bc). required of the when.mown+. SEQ.: K2 0 714 8 4 4.No mad should be applied to any component until after ail bracing end 4.Inesign e,of truss Is the roaponsibnlry oftle respective contractor. faasteners aro compete and at no time should any loads greater then 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS I D• LINK deeign bads be applied to any component. and ars far"dry condition"of use. 5.CampaTms has no control over and mune,no responsibility far the 8.Design emotes full bearing oil supports Mown.Shim or wedge if EXPIRES: 12/31/2017 fabrication.handling,shipment and installation ofcomponent,. 7.Design aawmea adequate dralnege is provided. June 14,2016 8.This design Is furnished subject to the limitations set forth by 8.plates shall be located on both faces ettrues,and placed,e their center TPWITCA in SCSI,copies of which will be fumiehed upon request. Ines coincide with joint center line. 9.Digits indicate size of plate in inches. MITek USA,Inc.ICompuTrus Software 7.6.7(1L}E IC.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 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-196) 217 6-2=(-531) 169 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-248) 133 7-8=( -54) 73 2-7=( 0) 195 WEBS: 2x9 KDDF STAND 3-9=( 0) 0 7-3=(-105) 130 LOADING 3-5=(-157) 111 7-5=(-155) 207 TC LATERAL SUPPORT <= 12"OC. TON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 192 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -79/ 518V -96/ 131H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -56/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ee For hanger specs. - See approved plans MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'-. 0.0" Allowed = 0.100" 3-11-11 3-03-05 MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" 1 f ' MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" 1-10-04 2-01-07 3-03-05 MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" f f ' f MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 12 12.00 Wind: 190 mph, h=21.eft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-4X6 Truss designed for wind loads in the plane of the truss only. 3 M-3x4 s -5' 40 ee M-3x4 M Arrm o 1 r c 'i • 1 Aril f 6►._-...I I 7 e e 8 --/ M-1.5x3 M-1.5x3 M-3x8 l ; l 1-0e-08 5-06-08 �� © PROP :c. y 1-00 l 7-03 l GIN; ' /per kt 17 ' 89200PE ' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J2 Scale: 0.3716 -� • , [} • WARNINGS: GENERAL NOTES, unless otherwise noted QO�L+rw OREGON �to�" 1.Builder end erection contredor should be advised of NI General Notes 1.Thls design Is based oni upon the parameters.hewn and is for an Individual ,� F Ell O / Truss: J2 and Warning.before construction commences. building component Applicability of design parameters and proper (N 2.254 compre Won web bracing must be anslallad where shown e. Incorporation of component is the responsibility of the building designer. I�/A A f1 y "\*. 3.Additional temporary bracing to meure stability during construction 2.Deafen..antes the top est bottom chortle to be IeteralN braced at 'G,/�J J� '# (+ ��. by is the reapenibilty of me erector.Additional permanent teasing of I nnr end et 10 con.rsuch es ply plywood a braceding(T throughout their dry le ll(B(. "E* 1' I L� continuoussheathingor such lbacngre aired where )aseror tlrywaB(BC). DATE: 6/13/2016 Ina overall structure Is m.responsibility Dern.building designer. 3.25 Impact bridging or lateral bracing required where,norm e. SEQ. : K2071485 4.No load should be applied many componentuntil after all bracing and 4. llation of truss iissthhemewo sisbuasytlmhnon-corrosivty/tithe sapavthsc nttraironr. fasteners are complete and at no Sm.should any loads greater m 5.Design gn..comas design loads be applied to any component. and are for"dry condition"of u.., TRANS I D: LINK6.6.CompuT ua has no control over and..antes no respanslbil y for the Design assumes NI bearing at al supports shown.Shim or wedge If EXPIRES: 12/3112017 ry fabdutfon,handling,shipment and Installation of components. 7.Design assumes adequate drainage k provided. June 14,20 1C 8.This design is furnished subject to me limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center �J TPIMTCA In SCSI,copies of which will be furnished upon request. fins coincide with joint ceder lines. 0.Digits Indicate sire of plate in Inches. MITek USA Inc./CompuTrus Software 7.6,7(1L)-E is.For bask connector plate design values see ESR-1311.ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-185) 218 6-2=(-531) 185 BC: 2x4 RODE #16BTR SPACED 24.0" O.C. 2-3=(-248) 149 7-8- ( 0) WEBS: 2x4 KDDF STAND -( -53) 71 2-7= 195 3-4=( 0) 0 7-3=(-105) 138 LOADING 3-5=(-161) 123 7-5=(-151) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 249 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -101/ 518V -97/ 132H 5.50" 0.83 KDDF ALL FLAT TOP CHORD AREAS NOT SHEATHED ( 625) 7'- 3.0" -102/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. gpsf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 M-1.509 or equal at non-structural MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" vertical members (son). MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.017" @ 2'- 0.0" Allowed = 0.211" ** For hanger specs. - See approved psaflsl_11 1-03-05 MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" I I f MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" 1-10-04 3-10-04 1-06-08 MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 Design conforms to main windforce-resisting f '1 system and components and cladding criteria. 12 4 Wind: 140 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 7 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. M-9x6 3 M-3x9 ,O A411111115 s 4J1I rn mii • f -/ 6" * 8 M-1.5x3 M-1.5x3 M-3x8 1-08-08 5-06-08RO y1-00y 7-03 y C����. .% ...R S/Q�.. 89200PE ter'^ JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J3 Scale: 0.2909 ^+ _ 1VARalders O.This deign Is NOTES, uMsuponthrein epoweete •'ET 4,OREGON 4:, Truss: J3ii 1r Builder and sbefor constaorshouldbencelsstlo!ed General Notes balding o pbasstl only plupon the parameters prameter and bep,IMlvldal A and Warnings before anabuamn ammenas budding component.Applicability of design par.metere.na props �/( ya Z.2x4 compression web bredng must be Metalled where shown.. Incorporation of amponenl is Me responelbdny of the building designer. /O "7{� 1 A 9.0 4 3.Additional temporary bracing to insure stability during onnstruaion 2.Design assumes the tap and bottom chords to be laterally braced et I V Is the responNNAy of the erector.Additional permanent bracing of T o.c and at 10'cats reepealvay union bitted throughout mite length by �` DATE: 6/13/2016 the sacred structure Is the reeponslbdny of the building designer. 2s Impact stlginglor such as pyng re uir a where shawls a drywed(Bc). 47`fi R I Ll"` 3.In Impact ofblng or there)bredng regwthe where the el a SEQ. : K2071486 4.Nom.ashould w.ppi.deany amponenlentdanar.nbrear�gand 4.Irrolad.nononmsalsthe respon.IbldyanhareapeaNeamr.aor. fasteners era complete and at no time should any loads greeter than 5.Design assumes trusses are to be used m e ren-corrosive environment, TRANS ID: LINK design mads be applied to any component. and ere for"dry andnionroruse. 5.Conn/Due has no control over end assumes no respunsiblin for thee.Design assumes MI bearing et ed shown.own.Shim or watlge If EXP i R ES: 12/31/2017 febncetion,handling,shipment end mstallatinn of components. necessary, 7.Desigd. 9.This deeign a furnished subject a the limitations set forth by 8.Platesnshall be locatedassumes auate on both faces ofdrainage N lrueq and placed so their center June 14 r2 0 1 V TPWAICA in SCSI,spies of Mich will be lumkhed upon request. Inc.coincide 04th joint canter lines. 9.Digits indicate an of plata in inches. MITek USA,Inc.ICompuTrus Software 7.6.7(1L)-E 1o.For basic connector plate design values see ESR-1311,ENR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&RTR LOAD DURATION INCREASE = 1.15 1-2=(-535) 260 5-6=(-419) 917 5-1=(-892) 329 3-7=(-168) 199 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-588) 310 6-7=(-148) 600 1-6=(-164) 616 7-4=(-112) 666 3-4=(-763) 193 7-8=( -61) 82 6-2=(-128) 208 9-8=(-883) 246 WEBS: 2x4 KDDF STAND; 2x4 KDDF #16BTR A LONDIOG 6-3=(-452) 257 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 1017V -426/ 336H 5.50" 1.63 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 7OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.017" @ 13'- 9.9" Allowed = 0.667" MAX TL CREEP DEFL = -0.039" @ 13'- 9.9" Allowed = 1.000" 7-01-01 13-09-15 f f f MAX HORIZ. LL DEFL = 0.005" @ 20'- 9.2" 7-01-01 6-07-06 7-02-09 MAX HORIZ. TL DEFL = 0.008" @ 20'- 9.2" f T f 12 12 Design conforms to main windforce-r as fisting 8.00 F77 IM-9x9 Q 8.00 system and components and cladding criteria. 4.0" 2 4-7( Wind: 190 mph, h=26.3ft, TCDL=6.O,BCDL=6.0, ASCE 7-30, i14 (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 14-3x9 1 a, M-3x4 1 AIllikk\6 Ahl r 0 oo ti1 0 I 5.. 6 7 t8 M-1.5x3 M-3x8 0.25" M-1.5x3 cy M-5x6(5) t'1�� PR.OiE . l y y 1 �(' G�N�[w. S/ 7-01-01 6-09-02 7-00-13 �C�� � C61 * 1 l (- 20-11 89200PE <' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - I1S Scale: 0.1959 � � WARNINGS: GENERAL NOTES, Ass.otheralse noted: • OREGON .. �1sft 1.guider end erection contractor should be advised stag General Notes 1.TThWMlnpwmIs based t.only upon n1t of parameters parameters and a for propercIndividual ' ;yF OR GO 'tea./ Truss: Ii S and VAmings before construction commence.. Incorporation of component Is the responsibility of me building designer. .:6 Y(' 14 2 2.2a4 compression web bracing musi be Installed where shown.. 2.Design assumes the top end bottom chords to be laterally braced e1 F'�+ v 1'y�" 3.Additional temporary bracing to Hears debility during construction 7 o.c.end et 10 o.c.reepecttely unless braced throughout their length by r ` jj Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es Arwood sheathing(TC)and/or drywa8(BC). eF R' N- DATE: 6/13/2016 the overall structure Ie the responswwny or the building designer. e.2a Impet bridging or lateral bracing required where shown o n SEQ.: K2071987 4.Ne Iced elraold be epplied to eey component ontl eCor CII bt.Nng end 4.Installation n wfttuw.eemerepoosibilllitya rtherespedovevonttrawnnem. fasienen are compete end at a time should any bade Brasier than and are for"dry condition'of use. TRANS ID' LINK design loads be applied to any component, 8.Design assumes full bearing atalsupports shown.Shim orwedge if EXPIRES: 12/11/2017 5,CompuTrue has no wMrol over end sesames no responsibility for the necessary. fabrication,handling,shipment and insialletion of components. 7.Design assumes adequate drainage is provided. June 14,2016 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both/aces of tens,end placed so their center TPIM?CA in SCSI,copies of which will be fuumiehed upon request. lines S.Digits indicate size joint plate InIlinter lines. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see ESR-1311,ERR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1:20 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-7=(-240) 364 3-7=(-320) 254, BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-408) 264 6-8=( -8) 12 6-7-( 0) 30 WEBS: 2x4 KDDF STAND; 3-4=(-312) 276 7-4=(-283) 459 2x4 KDDF #1&BTR A LOADING 4-5=(-126) 19 7-8=(-179) 232 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=(-561) 511 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.7" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 449V -179/ 337H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -199/ 462V 0/ OH 5.50" 0.74 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. kOND 2• Docign rhorkod fur not(-7 psfl uplift At 24 "n- sparing I BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP / 3-09-04 4-02-07 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 I vi .( 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 LL DEFL = -0.008" 0 3'- 8.0" Allowed = 0.211" MAX TL DEFL = -0.010" 0 3'- 8.0" Allowed = 0.317" MAX LL DEFL = -0.002" @ 7'- 11.7" Allowed = 0.048" MAX TL CREEP DEFL = -0.002" 9 7'- 11.7" Allowed = 0.072" MAX HORIZ. LL DEFL = 0.005" @ 6'- 9.5" M-3x4 MAX HORIZ. TL DEFL = 0.006" 8 6'- 9.5" �� Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C:) load duration factor=1.6, ,� End vertical(s) are exposed to wind, Al I Truss designed for wind loads r- in the plane of the truss only. O I al CO O Lrl ! MW,Mini O 2 -3x4 I 7 O No �`- / I 6 M-3x48 -M-1.5x3 M-5x8 • 3, y yy 3-09-04 3-00-0405-08 J• 3-07-08 y 4-04-03 y y . a� (9& • 7-03 0-08-11 � N ` ©'li ` :9200PEr' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J4 Scale: 0.2337 r� WARNINGS: GENERAL NOTES, unless othenvlee noted: 'SM iTruss: J 9 1.Bolder and erection contrador should be advised of el General Notes 1.This design Is based only upon the parameters Mown end Is for an IndividualS7 \jn EG t j'y and Warnings before oonsioeN . ruction commene. building component.Applicability of design parameters and proper2.2s4 compression web bracing mule be installed where shown*. incorporation of component le the responsibility of the banning deelgner. L/O L 4 3.Additional temporary bracing to Insure stability during canstruotbn 2.Design assumes the tap end bottom onorbra be Iaferelry t h I et Is the rosponsidlty of the erector.Additional permanent bracing of 2 o.c and el IP c.c.respectively anises cetl throughout their length by /�.+ �'�� continuous sheathing such as plywood sheethbg(TC)and/or drywwl(BC). /I,� DATE: 6/14/2016 the overall structure h the responsiblNy Okra building designer. 3.2a Impact bridging or lateral bracing required where Moven** SEQ.: K2 0 714 8 8 4.No bed should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in.non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for'dry condnisn•of use. 5.CompaTms hes no control over end assumes no responsibility for the B.Design assumes full bearing at all supports Mown.Shim or wedge if EXPIRES: 12/31 2/T.17 fabrication,handling,shipment end inosilalion of components. 7.Design necewssumes adequate drainage is provided. June 14,2016 G J 7C.111! S.This design is furnished subject to the limitations eat forth by 8.Plates shall be located on both feces of truss,end placed so their center TPWITCA b BCSI.wpbs of which will be Nmlehed upon request lines coincide with Joint center line. 9.Digits Indicate sin of plate In Inches. MITek USA,Inc./CompuTrus Software+7.6.7SP2(1l)-E to.For basic connector plate design values see ESR-7371,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 99 2-10=(-289) 1949 10- 3=( 0) 266 14- 7=(-492) 168 BC: 2x4 KDDF 0l&BTR SPACED 24.0" O.C. 2- 3=(-2476) 406 10-11=(-291) 1947 3-11=(-345) 109 7-15=( 0) 301 WEBS: 2x4 KDDF STAND 3- 4=(-2068) 397 12-13=( -4) 20 4-11=(-473) 280 LOADING 4- 5=(-2104) 576 13-14=(-235) 1492 12-11=( 0) 98 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE 5- 6=(-1483) 438 14-15=(-294) 1891 11-13=(-166) 1141 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1940) 405 15- 8=(-292) 1893 11- 5=(-299) 1117 TOTAL LOAD = 45.0 PSF 7- 8=(-2454) 415 13- 5=(-157) 674 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 99 13- 6=(-794) 259 LL = 25 PSF Ground Snow (Pg) 6-14=( -31) 480 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. O'- 0.0" -263/ 1845V -326/ 328H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -267/ 1845V 0/ OH 5.50" 2.95 KDDF ( 625) IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.106" @ 11'- 3.5" Allowed = 1.203" MAX TL CREEP DEFL = -0.211" @ 11'- 3.5" Allowed = 1.804" 17-06-15 19-05-01 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed - 0.100" ,( MAX TL CREEP DEFL = -0.015" @ 38'- 6.0" Allowed = 0.150" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 f f f f f f f MAX HORIZ. LL DEFL = -0.050" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 12 12 6.00 M-6x8 Q e.00 6.0" Design conforms to main windforce-resisting 5 ¢,( system and components and cladding criteria. iii! Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3X4 End vertical(s) are exposed to wind, 1.4-1.5x3 • Truss designed for wind loads in the plane of the truss only. M-5x6(5) :I-5x8(S) 0.25" Al. 1 025" 3 f+1 O ` O �, M 1 fff 1/I-M-3x6 M-11 5x3 N 11 - a 0 o M- 8 13 M-3x8 0.25 4 M-1155x3 -M-4x4 \ o M-1.5x3 M-5x6(S) y l y l y N P t 5-09-04 5-07-04 6-02-07 5-09-06 6-07-01 7-00-10 "� Gss l y y l ; \ "c` ©�1-0611-02-12 25-09-04 1-06 y � � 37-00 892O0PE. V JOB NAME : RIVER TERRACE FRENCH 5 PLEX - I2 � ��' ' Scale: 0.1478 1 • WARNINGS: GENERAL NOTES, unless otherwtn noted: 7! .OREGON •\� 1.Builder and erection contractor should be advised of al General Notes I.This design b baud only upon the parameters shown end Is for an Individual 'yY VV 17 4V,r'V yv_ �✓ Truss: I 2 and Warnings before conetrudlun commences. building component.Applicability of design parameters and proper '41)" J r y V 2.254 compranion web bredng must be Installed where Mem e. incorporation of component is the responsibility of the building designer. '/� ' ) 1,w v 85 r= 3.Additional temporary bracing to insure stability during conelrudbn 2 Design mums the top and bottom chords to M laterally braced el '�./ Y is IM ro siNAly o!me erector.Additional permanent bracing of 2 o.c.end all g a.c.respectively unless braced throughout Meir length by '''' 'F'R r `_ Won continuous sheathing such es plywood eheelhlng(TC)and/or drywel(BC). R R I .y DATE: 6/13/2016 me overall structure Is the responsibility of the building designer. 3,28 Impact bridging or lateral timing required where shown+• 4.No bad should be applied to any component until after al bradng and 4.Installation of truss is the responsibility of the respedive contractor. SEQ.: K2 0 714 8 9 fasteners are compete and at no time should any loads greeter then 5.Design assumes bosses are to be used Ina non-corrosive environment, design bads he eppbd to any component. end ere for"dry condition"of use. TRANS ID: LINK 5.CompuTushasnocontroioverailsenmesnoroapombillyforme 8.Deegnasaume.full bearingalasupportsshown.Shimorwedge:t EXPIRES: 12/31/2017 nary. fabrication,handling,shipment andbMalitbn of components- 7.Designes adequate drainage le provided. June 14,201I 6 8.This design is furnished subfed to the MIMns eel forth by B.Plates shall he bated on both fens of truss,end placed so their center TPBWTCA In SCSI,copes of whkh coil be furnished upon request. lime coincide with Joint anter lines. 9.Digits indicate size of piste in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.Far bask connector piste design values rte ESR-1311,ESR-1688(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-7=(-226) 346 3-7=(-312) 241 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-485) 389 6-8=( -7) 12 6-7=( 0) 30 WEBS: 2x9 KDDF STAND; 3-4=(-305) 188 7-4=(-267) 495 2x9 KDDF #16BTR A LOADING 9-5=( -99) 72 7-8=(-171) 216 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=(-647) 497 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -48/ 457V -211/ 368H 5.50" 0.73 KDDF ( 625) 6'- 9.5" -200/ 996V 0/ OH 5.50" 0.79 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 9.9" -69/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I 3-0 9-0 4 6-00-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Desion checked for net(-7 psf) uplift at 29 "on spacino. 4' I/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 LL DEFL = -0.007" @ 3'- 8.0" Allowed = 0.211" MAX TL CREEP DEFL = -0.010" @ 3'- 8.0" Allowed = 0.317" MAX HORIZ. LL DEFL = -0.008" @ 9'- 9.2" MAX HORIZ. TL DEFL = -0.008" @ 9'- 9.2" Design conforms to main windforce-resisting M-3x9 system and components and cladding criteria. 12 Wind: 140 mph, h=25.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12,0Q (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), loaddutiactor=l.6,M-1.5 ' to wind, IM-1.5I Truss designed for wind loads in the plane of the truss only. A ,), /// �7 O O I 6 8 ** `-I M-1.5x3 M-5x8 M-3x9 y ), yy 3-09-04 3-00-00-4J5-08 y y y J, Rc,D PROFF 1-0y3-07-08 6-02-07 y .<1:- CaIN s1 , / 7-03 2-06-15 p(�}/�/� 'PROVIDE FULL BEARTNG:,7ts•2.R.5 89200PE. r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J5 !' Scale: 0.2056 • lair1121W - WARNINGS, GENERAL NOTES, unless otherwise noted � ' Truss: J5 1.Builder end ereahn contractor Mould be advised of all General Notes 1.This design i based only upon the parameters shown and Is for en Individual ya • OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper 1� /�, Incorporation of component h the responsibility of the building designer. �� 9 V\µ ` 2.2x4 compression web bracing must be Installed where Mown*. 2.Design assumes the to / 3.Additional temporary bracing to Insure St bllily during contraction a p and bottom chores to be laterally braced at a,, Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10 e c respactNaty unless braced throughout grok length by 1' + DATE: 6/14/2016 the overall structure Ie Me reepontlbNtty of the building designer. continuous sheathing such es ptyweod sheathing(TC)end/or dryvmll(BC). R R.I O- 3.2v Impact bridging or lateral brewing required where shown** SEQ. : K2 0 7 1 4 9 0 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility or the respective contractor fasteners era complete end at no time should eny loads greater then 5.Design assumes trusses are to be used ins noncorrosive environment, TRANS ID: LINK design beds be applied to any component. end ars for"dry condition"of use. 5.CompuTrue has no control over end assumes no responsibility for the S.Design assumes Ne bearing et all supports shown Shim or wedge if EXPIRES: , 2/31/2017 febricatbt n,handling,shipment end siallation of components. ssary' 7.Design assumes afed on drainage is provided. an June 14,2016 S.This design b furnished subject b the limitations set by 8.Plates coincide be bated on both feces of Imes,and placed so theta cellar TPIMICA in SCSI,copies of which will be Nmished upon request. linea coincide vMh Joint center lines. 9. es. MITek USA,lnc,/CampuTrus Software+7,8.7-SP2(1L}E 10.Foribasic cots nnectoein r plate deign value. sign values see ESR-1311,ESP-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 914BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-2007) 410 8- 9=(-277) 1855 2- 9=(-300) 124 5-12=( -38) 457 3- 4=(-2044) 586 10-11=( -3) 20 3- 9=(-472) 282 12- 6=(-453) 181 WEBS: 2x4 KDDF STAND; 2x6 KDDF STAND A LOADING 9- 5=(-1997) 937 11-12=(-229) 1951 10- 9=( 0) 99 6-13=( 0) 294 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1B89) 410 12-13=(-282) 1808 9-11=(-162) 1103 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2378) 403 13- 7=(-280) 1810 9- 4=(-304) 1078 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 11- 4=(-153) 661 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) .. For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 1693V -297/ 355H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 36'- 6.0" -255/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) ' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.,' VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.098" @ 11'- 0.5" Allowed = 1.186" MAX TL CREEP DEFL = -0.196" @ 11'- 0.5" Allowed= 1.779" MAX HORIZ. LL DEFL = -0.047" @ 36'- 0.5" 17-03-15 19-02-01 MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 f f f ( f fDesign conforms to main windforce-resisting system and components and cladding criteria. 12 12 HM-6x6 ' 8.00 Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.0" load duration factor=l.6, 4 •(•-,( End vertical(s) are exposed to wind, '�6\ Truss designed for wind loads in the plane of the truss only. -3x9 M-1.5x3 3 M-5x6(5) M-Sx6(S) 0.25" " 2m of ''.� - a. M-4x6I 1 M-5x6 M-1.5x3 N ��qiiiiiilarlem .---iiil /0111001.25 ;p - 13 o M-x811 M-3x80.2512M-1.5x3 +7 to M-1.5x3 cy�y M-5x1' y .� PRQFt 1 l l l l 1 tL y 5-06-04 5-07-04 y 6-02-07 5-09-06 6-07-01 6-09-10 y �� N('j1�N�•� s/© 10-11-12 25-06-04 y ,� R 36-06 :9200P C • 411tJOB NAME : RIVER TERRACE FRENCH 5 PLEX - I3 Scale: D.15DBGLOW � ii 477 WARNINGS: GENERAL NOTES, urian otherwise noted. •ie•a OREGON �)n 1.Builder and erection contractor should be advised of all General Notes 1 'This dpwmle based nt.ononly upon the cability eld ametersshown ign n andissfor reaf Indlldual �/ V Truss: 13 and Warnings before construction commences Incorporation of component Is the reeponsibMlty of the building designer. �, a� 2.a4 compression web bndng must be Installed where shown a. p.Design assumes m•top and bottom chords to be Iateniry braced at �iQ �Y 14 kyr 3.Additional temporary bracing to Insure stability during consiructbn 2'o.c.and at la e e.'sepeetvely unless braced throughout their length by •J�/.�'` ` I•the responsibility of me erector.Additional permanent bracing of continuous•heathmg such s•plywood sheathing(TC)and/or drynsl(BC). J,R 18 _. DATE: 6/13/2016 the overall structure I the responsibility al the building designer. 3.Di impact bedding or lateral bracing required where shown++ SE K2 0 4.Na load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q• 714 91 fasteners are complete and at no see should any loads greater then 5.Design.sarans trusses ere to be used in.noncorrosive environment, and ars fur'dry condition"of use. T FANS I D' LINK design bads be applied to any component. e.Design assumes tf bearing at al supports show.Shim or wedge if EXPIRES. 12/31/2017 5.CompuTrua has no control owr and assumes no responsibilityfor the newest*, fabrication,handling,shipment end ineteihtion of components. 7.Design enumes adequate drainage is provided. June 14,20.1 1 6 6.This design I furnished subpd to the limitations set forth by S.Plates shall be located on both faces of twos,and placed so their center TPIAARCA In BCSI,copies of which nil be furnished upon request. Ones coincide with Joint g, center lines. DiDig*Indicatei plate in inches. MITek USA,Inc./CpmpuTrus Software 7.6.7(1L)-E to.For basic connector plate design value.see ESR-1311,ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-7=(-291) 356 3-7=(-320) 267 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-403) 317 6-8=( -8) 12 6-7=( 0) 30 WEBS: 2x9 KDDF STAND; 3-4=(-298) 196 7-4=(-296) 956 2x9 KDDF #1&BTR A LOADING 9-5=) -61) 35 7-8=(-175) 224 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 9-8=(-589) 458 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BR6 AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -50/ 461V -190/ 336H 5.50" 0.74 KDDF ! 625) 6'- 9.5" -171/ 937V 0/ OH 5.50" 0.70 KDDF , 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 5.9" -30/ 98V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 3-09-04 4-08-10 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP a_ g tin . 4f .f ,{AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. a r . 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 = -0.008" @ 3'- 8.0" Allowed = 0.211" MAX TL CREEP DEFL = -0.010" @ 3'- 8.0" Allowed = 0.317" -z' MAX HORIZ. LL DEFL = -0.006" @ 8'- 5.1" MAX HORIZ. TL DEFL = -0.006" @ 8'- 5.1" M-3x4 Design conforms to main windforce-resisting 12 ''' system and components and cladding criteria. 12.00 Z.5x3iWind: 190 mph, h=29.7ft, TCDL=6,0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), COload duration factor=l.6, ,-1 End vertical(s) are exposed to wind, I Truss designed for wind loads in the plane of the truss only. CD I O CO CD IP AO' . CD ( -3x4 I 71b1111111*- CV '--I M-1.5x3M-3x,i3 M-5x8 y y yy 3-09-04 3-00-0-405-08 1-09 3-07-08 4-10-06j, )' ��N� R5 7-03 1-02-14 � '� r� �7'�' ��i (PROVIDE FULL BEARING;Jts:2.8,5 �` •9G00f E I JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J6 r Scale: 0.2298 Wm WARNINGS: GENERAL NOTES, unless otherwise noted 11 OREGON N., 1.Builder and erection contractor should be advised of aft General Notes t.This design Is based only upon the parameters Mown and Is for an Individual -7, ar <J(7 EG�,J I y . �'s ,, Truss: J6 and Warnings before construdbn commences. building componentApplcabtity of design parameters end proper (, 2.204 compression web bracing must be installed where shown v. Incorporation of component le the responsibility of the building designer. s�O.. /q 2�� 3.Additional bracing to insure stebliily during construction 2.Design assumes the top and bottom chordate be laterally brewed st k 14 L �{e_ Is the rospnnsibtily of the erector.Additional permanent bracing of T o.c.and al l0 o.c.respectively unless braced throughout their length by /�.,a� o- `_ DATE: 6/14/2016 the overall structure is the re continuous sheathing such as plywood Meemiog(TC)and/or dryvAR(BC). it epansmiftw or the building designer. 3.2s Impact bridging or lateral bredng required where Mom** SEQ.: K2 0 714 92 4.No load should be applied to any component until after sit bracing and 4.Installation of truss is the responslbgty of the respective contractor. fasteners are complete and at no time Mould any loads greater than 5.Design assumes trusses are to be used ins non-corrosive environment. TRANS ID: LINK deagn Wada be applied to any component. and are for"dry condition"of use. 5.compuTrus has no coconut over ens assumes no responsibility for me e.Design assumes full bearing at aft supports Mown.Shim or wedge it EXPIRES: 12 /31/2017 fabticelbn,handling,shipment end installation of components. necessary. ,.Design sshalassumes adedone orebageo Miss, June 14,2016 B.This design is Furnished subject the limitations est bon n 8.Plates shat be bated at both faces of boas,end placed so their center TPWI/TCA in BCS(,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate in indros. MITek USA,Inc./Compslrus Software+7.6,7-SP2(1L)-E 10.For basic connector pile design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-7=(-241) 364 3-7=(-320) 257 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=1-403) 263 6-8=( -8) 12 6-7=( 0) 30 WEBS: 2x9 KDDF STAND; 3-4=(-312) 276 7-4=(-287) 459 2x4 KDDF 41&BTR A LOADING 4-5=(-121) 19 7-8=(-179) 232 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE 4-8=(-560) 506 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.2" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 450V -179/ 336H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -196/ 454V 0/ OH 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11� I('nwn 7. Design rharked for notl-7 pcfl uplift at 74 'or sparing BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP A 3-09-04 4-01-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 .I f 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 = -0.008" @ 3'- 8.0" Allowed = 0.211" MAX TL DEFL = -0.010" @ 3`- 8.0" Allowed = 0.317" MAX LL DEFL = -0.001" @ 7'- 11.2" Allowed = 0.045" MAX TL CREEP DEFL = -0.002" @ 7'- 11.2" Allowed = 0.068" -/ MAX HORIZ. LL DEFL = 0.005" @ 6'- 9.5" M-3x4 MAX HORIZ. TL DEFL = 0.006" @ 6'- 9.5" 1,r Design conforms to main windforce-resisting 12 system and components and cladding criteria. , 12.00 Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7 ;0, VM-1.5x3( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS Dir), load duration factor=1.6, N End vertical(s) are exposed to wind, Truss designed for wind loads -; in the plane of the truss only. O j.) .211Milliiii I M O C -3x4 I 7��y O O PiJ -/ I 6 M-3x4 8 '-M-1.5x3 M-5x8 y y )4 3-09-04 3-00-0405-08 1-0y 3-07-08 y 4-03-11 y 5���r1G N �s`rrp Q yy R 7-03 0-08-03 44 1!....r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J7 Scale: 0.2355 ai WARNINGS: GENERAL NOTES, union otherwise noted: ,,�©RE<G©N li I.Builder and erection contractor should be advised of all General Notes 1.This design Is bawd only upon the parameters shown end 8 for en individual OREGON Of V �(✓ Truss: J7 and Weminge before construction commences building component.ApplkeblHNy of deeign parameters and proper 2.1x4 compression web bradng mug be mcteliod senors shown.. incorporation of component is the rasponabtty of the building designer. �/b/� 4 y 1 4 2 -� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at '.J ��'# is the responoblgof the erector.Additional permanent bracing of ntc.and et 10'as o n eu ee ply wood s braced throughout their drylength(. 41�j i�` ty continuous teaming supe ti plywood sheathing(TC)braced throughout and/or drywaNgth b Y DATE: 6/14/2016 the overall structure is the responsibility of the building designer. 3.Do Impact bridging or lateral bracing required where shown s o SEQ.: K2 0 714 9 3 4.No bad should be applied to any component until after all bradng end 4.Installation of toles R the responsibility of the reapeSNe contractor. fasteners ere complete and at no time should any bads greeter than 5.Design aawmee trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component, and are fordry condition"of use. CompuTnn has no control over and assumes no responsibility for the B necessary. asand BA bearing et all supports Mown.Shim or wedge 11 EXPIRES: 12/31/2017 5. ry• fabrication,handling,shipment end installation of components. T.Design assumes adequate drainage la provided. June 14,2016 B.This design is fumiehed subject to thee limitations set orth by 8.Plates shaA be located on both faces of cow,and placed so their center TPWRCA In SCSI,copies of which WIN be fumlahed upon request. Inas ciddvAth joint gcenter ,Inglisonfo size of tterlines. inches. MITek USA,Ina.lCompuTrus Software+7,6.7SP2(1L)-E 1a.For basis connector plate design values see ESR-1311,ESR-thAB(MITek) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-138) 184 3-5=(-476) 480 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-463) 424 WEBS: 2x4 KDDF #15BTR 3-4=(-110) 14 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.1" 0'- 0.0" -53/ 461V -170/ 318H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -196/ 484V 0/ OH 5.50" 0.77 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2: Design checked for net(-7 psf) uplift at 24 "lac spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 7-11-02 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" ` MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 4 MAX LL DEFL = -0.001" @ 7'- 11.1" Allowed = 0.045" MAX TL CREEP DEFL = -0.002" @ 7'- 11.1" Allowed = 0.068" MAX TC PANEL LL DEFL = 0.586" @ 3'- 4.3" Allowed = 0.613" C4-1.5X3MAX TC PANEL TL DEFL = -0.600" @ 3'- 8.2" Allowed = 0.919" MAX HORIZ. LL DEFL = 0.002" @ 6'- 11.2" MAX HORIZ. TL DEFL = 0.002" @ 6'- 11.2" I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads al in the plane of the truss only. 0 0 I m O N 9y Jt O -/ 5 M-3x4 M-1.5x3 1 1 1 1 � cO P R QP'fie 1-00 7-03 0-08-02 `C GIN, ,a/ +90 JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J8 Scale: 0.3714 IOW �� �y.�. WARNINGS: GENERAL NOTES, unless otherwise noted OREGON �Siv. 1.Builder and erection contractor ehodd be advised of an General Notes 1.Thi,design Is based only upon Me parameters Moven and Is for an Individual �j Truss: J8 and Wamings before construction commences building component.Applloablllly of design parameters and proper �1,. `� 2.2x4 compression web braving must be Installed where Mown*. dc Incorponllon of component is the responstbilny of the building designer. `� 3.Additional temporary bracing to insure afabillly during construction 2.Design assumes the lop and bottom chords to be laterally braved at �Q '9 Y y 4 �0 ?"� Is the reeponsiblity of the eredor.Additional permanent bracing of 7 ase end et sheathing h.e.such as ply wood.breeetl throughout r d,y ongm fol' l 'L- DATE: 6/13/2 016 the overall structure ie the recontinuous ridging such as bradngd ,e abedsheatwhere shown and/or On drywal(BC). a", Fil responsibility or the braiding designer. 3.a impact bdegmg or lateral required where .. SEQ.: K2 0 714 9 4 4.No load should be applied to any component until after all braving and 4.Instenallon or trues lathe responsibility of the reapeaNe contractor. fasteners are compote and et no time should any loads greater men 5.Design assumes trusses are to be used In.non-corrosive environment, TRANS I D: LINK design bade be applied to any component. and are for"dry condition"of wee. 6.CuepuTrus has no control over and assumes no reaponaibilny for the 8.Design assumes NI bearing.1 ail supports Morn.Shim or wedge It EXPIRES: sy/Iy /2017 fabrication.handing,shipment and Installation of components. necessary. 0 C s} L! 7.Plat55.1 be on*shags is toslsaa. June 14,2016 8.This design h furnished subject to IM limitations set forth by S.Plates.hail be bceted on both faces of truss,and plead w melt anter TPUWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7,6.7 1L E S.Digits indicate Size of plate M inches. P ( )- 10.For basic connector plate design values we ESR-1311,ESR-7888(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IOND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. _i TC: 2x9 DF 2900F; LOAD DURATION INCREASE = 1.15 OND. 3: 150.00 PLF 6EISMIC LOAD. 2x9 KDDF #16BTR T3, T9 SPACED 24.0" O.C. BC: 2x9 KDDF #1&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: 140 mph, h=25.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x4 o equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. g REQUIREMENTS OF IBC 2012 AND IRC 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. 17-06-15 19-05-01 1 >( '1 8-04-08 9-02-07 5-10-01 6-00 7-07 T T T .' T T 12 12 I IM-4x4 8.00 [7 Q 8.00 4.0" 4 4r,y Iii Nisi, M-3x5 It • i4118l111PJJj851kN ,,,, M-4x10 -25M-3x6 M-1.5x3 o M-5x6 M-5x8(S) M-4x6 l y l y l f" V 8-01 9-05-15 6-01-09 5-10-04 7-05-04 . �l� - S y 2: 1-06 37-00 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX — IFW , Scale: 0.1978 ,. r .0 1 eg ._ . WARNINGS: Oml.eisNOTES, uMeupon the parameters 7I OREGON /a CC t.Bidder and erection contractor Mohd be advised of sit General Nates 1.This design is based only upon the paramelera shown and Is for an Individual �!Z. OREGON VV��YV N ��ai✓✓ Truss: IFW and Warnings before construction commences. building component.Applicability of design parameters and proper ,y ,// aye 1 2.2e4 compression web bndng must be Installed where shown e. ic incorporation of component Is the responsibility of the building designer. iQ "7 y 14 !'1 C,7� "r 3.Addylonel temporary bracing to Insure Nobility during construction 2.Design assumes the tap end bottom Marta to be laterally braced al Y L �h. by Is me responsibility of the erector.AddNlonal 1 bracing f 2 nti end et 70'sheathing respectively as ply unless bracedthroughoutand/or oil their le l(B). MFR R`�` `_ permanan go cans.an btlpo.nget ectiv yunle s bralhing(SCghoutt eftlen(SC). (t RIO'. DATE: 6/13/2016 the overall sWcture h the responsibility°Mho building designer. 3.24 Impact bridging or lateral bracing required where Mown<< SEQ.: K2 0 719 9 5 4.No load should be applied to any component until after all bracing and 4.Installation of Mod is the respen&bnity of reapearoe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-conoame environment, and TRANS ID: LINK design bads be applied to anycomponenl. Designe"rsume"dry candbeartngion"of aut wedge 5.Command Ms no control over and assumes no responsibility for the 6.mCsle mea NN bearing faNsupports.havm.Shim or wed If EXPIRES: CEy A7/e'("�7�1a�'] u` µry,. C71r RCt3 I rr-v /4 e fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. June 14,2016 6.This design Is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed as their center TPIM?CA In SCSI,copies of which edO be furnished upon request. lines coincide WA Iola center lines. g.Digits Indicate size of pate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connecter plate design value.see ESR-1311,ESR.tB88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00' IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-186) 176 3-5=(-210) 222 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-235) 229 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS:. 12.0" 0.0" 0'- 0.0" -117/ 435V -45/ 126H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -17/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) on For hanger specs, - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TC PANEL LL DEFL = 0.007" @ 1'- 4.0" Allowed = 0.226" '' MAX BC PANEL TL DEFL = -0.095" @ 3'- 8.6" Allowed = 0.415" 4 MAX HORIZ. LL DEFL = -0.002" @ 6'- 11.6" 12 MAX HORIZ. TL DEFL = -0.002" @ 6'- 11.6" 12.00 7 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),' 44load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 1 in the plane of the truss only. 0 1 m oI I: ...4411a11116111111116„. 41 rdiliwA 5 M-3x4 M-1.5x3 J• l y 1-00 7-03 , gi p PRQ�Fss �r`5 NGIN�'F� /0� 'r 89200P E- pc^ JOB NAME : RIVER TERRACE FRENCH 5 PLEX - J9 - Scale: 0.5518 i •0 WARNINGS: GENERAL NOTES, union otherwise noted: 4''" i Truss: J9 1.Builder and erection contractor should be advised or al General Notes 1.This design is based only upon the parameters shown and is for an Indlcdu.l f' p 0` *N and Warnings before...traction commences. building component.Applicability of design parameters end proper ixo Ifa ya 2 204 compression web bndng must be Installed where shown+. incorporation of component is theresponsibility of the building designer. / "'T Y e2�k 3.Additional temporary bracing to Insure Nab4Ifty during construction 2.Design assumes the top and bottom Malls to be laterally bread N :� 14 4 by Is the responsibility of the erector.Additional permanent bracing of 2 ntln end at ea19 o e.rsuch as ply unlace braced throughout their dry length). /�a.,R10- DATE: 0- conllnuouaMginioretchlbplywooduiredua sad/or drywe8(BC). •K� DATE: 6/13/2016 the overall siludwe la the neponsibHfty of the building designer. 3.2a Impact bridging or lateral bracing required whore shown+. SEQ.: K2 0 7 14 9 6 4.No bad should be applied to any component until after ell bracing and 4.Installation of trues Is the responsibility of the respedNe contractor. feetenen ere compete and at no time should any bads greater than 5.Design assumes trusses aro to be used in a non-corrosive environment, design bade baa I dto any and are For"dry condition.of use. TRANS ID: LINK g^ pple ycamponent. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design�eswmea Ng beartng at al supports shown.Shim or wedge if EXPIRES: 12!3112017 fa dling, pment tion 8.This design Is 6xnM furnished d tothasilimiittedonsreet forth bycomponents. 8.Mates shall be locateduste drainage on both tacealof truss,andplaced so their center June 4,20 16 TPWVTCA In SCSI,coplea of which MI be famished upon request. Anes coincide with lobi canter lines. MITek USA Inc./Com uTrus Software 7,6.7 1L E 9.Digits indicate sire or plate In inches. P ( )- 10.For basic connector plate design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. J TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. GOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDE STAND; Design conforms to main windforce-resisting 2x9 ROOF #1&BTR A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12"OC. DON. TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed forwind loads M-1.5x9 o equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. Vertical members (uon). REQUIREMENTS OF DEC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-09-02 5-08-19 T ' 1' 12 M-1.5x3 a.00 4 -/ 4441 I` ti NO1 co o to 10010,1111/7111111-15.5x3 M- x6 M-3x9 y 6-02-06 y 5-10-10 y ��Q'�D PR0E4-'�S J., 1-06 L 12-01 ) `,• ‹C. ,R /d71, 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX — IFWA „0/r . Scale: 0.2918 a- -, WARNINGS: GENERAL NOTES, unless otherwise noted: „! 1.Builder and erection contrador should be advised of all General Notes 1.This design is based only upon the parameters Mown and is for an individual yr OREGON � ICL, . Truss: I FWA and warnings before construction commences building component.Applicability of design parameters and proper • 4+ 2.254 compression web bracing must be mstaned where shown a. Incorporation of component Ie the responsibility of the building designer. <0 -1}- 14 /zp'` 4 3.AddRlonel temporary bracing to Inure stability during construction 2.Design assumes the tap end bosom thesis to be laterally braced at ��. Ie the responsibility of the erector.Additional permanent bracing of 7 on.and at 70 o c respectively unless braced throughout their length byweh continuous sheathing web as plywood eheathing(TC)and/or dry (BC). EE'R. R I I`- DATE: 6/13/2016 the overall structure is the responsibility of the building designer. 3.23 Impact bridging or latent!bracing required where shown«« SEQ.: K2071497 4,No load should be applied to any component°MN after alt bneang end 4.�tanationoftrusHiss”nemsiblI:emh�esPoativvecontriro�rnem, Whiners are compete and at no time should any loads greater than and are assumes dry coee..,re to be TRANS I D: LINK design trade be applied to any component. 6.Design assumes NI bearing at eh supports shown.Shim or wedge If EXP I RES: 12/3112017 2/n31/n101 7 5.CompuTrus has no control over and assumes no responsibility for the necessary. q C.1A r.R 4 i3 1 L/-s7 11 Y.all I! fabrication,hendlhg,shipment and insiellation of components. 7.Design assumes adequate drainage is provided. June 14,2016 e.Thle design is furnished subject to the limitations set forth by e.Plates shah be located on both faces of truss,and placed so their center TPWNJTCA In BCSI,copes of which nil be furnished upon request. lines coincide with joint center linen 9.Digits Indicate size of plate M Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ENR-1311.ESR-1988(INFRA) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 11.0" OND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. TC: 209 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #160TR SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND; 2x9 KDDF #1&BTR A LOADING Design conforms to main windforce—resisting LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE Wind: 190 BC LATERAL SUPPORT <= 12"OC. UON• TOTAL LOAD = 45.0 PSF mph, h=26.3ft, TCDL=6.Or BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, M-1.5x4 or equal at non—structural End vertical(s) are exposed to wind, vertical members (coon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UOl. 7-01-01 13-09-15 T T T 7-01-01 6-07-06 7-02-09 1 T T T 12 12 HM-4x4 8.00 Q B.00 4.0" 2 ,F,I ip M-3x6 M-3x6 1 �� ,-+ M-7x6 I A ,,,pu.: o5 M-1x8 0.25"7 8 HM-4x4 M-3x5 1 7-01-01 y 6-09-02 l 7-00-13 y ��co NGINE. - <0 J• 20-11 89200PE �v JOB NAME : RIVER TERRACE FRENCH 5 PLEX — IFWB ,, P Scale: 0.1757 .LIM �. w.' WARNINGS: GENERAL NOTES, unless otherwise noted: VP /'� ',ct- 1 Buller and eredlon contrador should be advised 01 MI General Notes 1.This design N based onty upon the parameters shown and M for en individual \,j R'E ,,, \J, N ;y Truss: IFWB and Warnings before construction commences. building romponent.Appicablllly of design parameters and 7 4, A. 2.204 compression web bredn incorporationI pane span° �y o e g�ri pre g must be installed where.noon,. o component Is there si et f the building designer. /^ 4)- 14 2.° 3.Additional temporary bracing to Insure elabtihy during construction 2.Design assumes the lop end bottom chords to be laterally braced al V L ��`�" Is the responsibility of the erector.Additional permanent bracing of T o.e aM et 10 o.c.respacllvety unlaes brecetl throughout their length by /I s` �� DATE: 6/13/2016 or.overall structure is the n continuous sheathing such as plywood shoe whore shown and/or drywageo), eY�LL.:, eponsiblitty of the building designer. 3.2e Impact bridging or lateral bracing required where shown 4 SEQ. : K2 0 719 9 8 4.No load should be applied to any component until eller all bracing end 4.Installation of buss Is the responalbulry of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes susses ere to be used In a non-corrosive environment, TRANS I D: LINK design pads be applied to any component. and are tor'dry eondltion"of use. 5.Compurros has no control over and assumes no responsibility for the 6.Design assumes PA bearing al all supports shoe,.Shim or wedge It EXPIRES: 12/31/2017 necessary. .I labrkatlon,handling,ed subject rat and elimiteon of components. tette by 7.Design assumes adequate drainage Is troWded. June 14,2016 S.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPUWICA in SCSI,upas of which MR be furnished upon request. Ines coincide with joint center Ines, MITek USA.Inc./Com uTrus Software TL 7.6.7 9.Digits indicate size of plate In Inches. p ( )'E 10.For basic connector plate design values see ESR-1311.ESR•198e(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" Ir OND. 2: Design checked for net(-7 psf) uplift at 29 "on spacing. TC: 2x9 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF R1&BTR SPACED 29.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=21ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, End vertical(s) a exposed to wind, M-1.5x9 or equal at non—structural Truss designed fore wind loads vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 3-06 T T 12 8.00 17 M-1.5x3 -0' 3 I Ali ,,, 0 mmommommommommomm 0 m 0 r.., .,_ N 2 • o �iiii�iiiiiiii��iiiiiiii��i 0 4 M-3x4 M-1.5x3 1 1 1 1 1-06 3-06 C.;\ ,i,,0 PROF4. J...., GINE - IS fiR /©*ma 89200PE c' JOB NAME : RIVER TERRACE FRENCH 5 PLEX — IFWC 44 Scale: 0.6233 1. , o 4 and erection contractor should be advhed of all General Notes 1.Thb design Is bard only upon the paremelero shown and Is for an Individual 4'' Aif l7 V ys; moi( Truss: IFWC and Warnings before conemwlon commence.. building componentApplicability of design parameters and proper 1} IT 2.204 oomprarion web bredng must be metalled where shown,. Incorporation of component la the responsibility of the bulldmg designer. /O -7 y 14 n v 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unlchoess ler to be laterally braced at Y' L P Is the responsibility of the erector.Additional permarnt bracing of Z o.c and et 10 o.c resped5ely unless bated throughout their length by t �, continuous sheathing such as plywood Meathing(rC)and/or drywall(BC). R R 11.V DATE: 6/13/2016 the overall structure is the reapmMbmy of the building designer. 3.is Impact bddgmg or lateral bracing required where Mown a• SEQ.: K2071999 4.No load should be applied to any component until after all bradng end 4.Indgraen*1rs.eelks r estosibmty used eta ao-ective contractor. 1, fasteners are complete and et no ale shoul any loads greater than and gra kr"dry Misses of touh e. T RAN S I D: LINK design bade be applied to any component. a.Design assumes full bearing et an supports shown.Shim or wedge If EXPIRES: 12/31/2017 5.Convents has no control over and assumes no responsibility for the ssary labdcatlen,handling,shipment and lnstdlagen of components. 7.Design assumes adequate drainage is provided. June 14,2016 a.This design Is furnished subled to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIPARCA In SCSI,copies of whisk will be full hed upon request. Anes coincide with loll center lines. 9.Digits Indicate size of plate In inches. MITek USA Ino./CompuTrua Software 7.6.7(1L)-E 10.Far 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 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #l6BTR LOAD DURATION INCREASE = 1.15 1- 2=(-494) 313 B- 9=(-390) 482 8- 1=(-890) 461 11- 7=(-192) 659 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( 0) 0 9-10=(-151) 471 1- 9=(-300) 627 7-12=(-890) 327 WEBS: 2x4 KDDF STAND; 2- 5=(-437) 395 10-11=(-215) 580 9- 2=( -72) 105 2x4 KDDF #16BTR A LOADING 4- 5=( 0) 0 11-12=( -61) 81 9- 5=(-384) 283 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-597) 412 5-10=(-142) 391 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-746) 262 10- 6=(-3B3) 237 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 6-11=(-199) 199 ------ ------ ---- LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC SON, FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -146/ 987V -409/ 320H 5.50" 1.58 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans OND. 2: Design checked for net(-7 0-099®501 9 psf) uplift at 24 "oc spacing. 6-11-01 ff -04-01 13-07-15 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 .4 fMAX LL DEFL = 0.021" @ 8'- 3.9" Allowed = 0.667" MAX TC PANEL TL DEFL = 0.067" @ 3'- 2.1" Allowed = 0.654" 6-01-12 0-09-05 6-03-09 6-07-01 1' 4' 1' 1' 't' MAX HORIZ. LL DEFL = 0.005" @ 20'- 9.2" 12 12 MAX HORIZ. TL DEFL = 0.008" @ 20'- 9.2" 8.00 M-4x6 34 M-6x6 Q B.00 2 ` ylmatissrADesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=26.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3x9 Truss designed for wind loads 1 -3x9 in the plane of the truss only. f pp,"67 • •jfl [34 oco -' M-1.5x3 M-3x8 0.25" M-3x4 M-1.5x3 M-5x6(5) t y 6-00 2-03-15y 6-03-09 y 6-03-09 y �5�b G N4--' ,/©.. 20-11 89200PE 9r' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - IH1 �i/ Scale: 0.2031 ''� _ WARNINGS: GENERAL NOTES, =Mass othensse noted: �yyy //''''as �L✓C I.Bulger and erection contractor Mould be advised of all General Notes 1.Thisdesign Is based only upon the parameters shown and is for en Individual �� ` ©rlEGQN Truss: IH1 and Wamings before construction commences. buidingcomponent.Applbabllllyofdeslgeparametersand proper +j�t (k 2.1x4 compression web bracing must be!eddied where sham*. incorporation of component la me responlblfty of the building designer, "!Q .Q l." 14 n�♦ �4 3.AddEensi temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced at ( L is the responsibility of the ereder.Addbbnal permanent bracing of T c.c.and at ea o.c.respectively anises braced throughout their length by '(� DATE: 6/13/2016 the overall sirudure Is the responsibility continuous sheathing such es plywood uited no(TC)and/or drywsp(BC). a�/ R R r sponsibAgy of the building designer.d3.Dt hided bridging or lateral bracing required where shown,. 11.) -- continuous SEQ.: K2 0 715 0 0 4.No load should be applied to any component until after an bracing and 4.Installation of truth Is the responslbillry of the respective contractor, fasteners are complete end at no time should any loads greater then 5.Design assumes trusses aro M be used Ina nencormalee environment, TRANS I D: LINK cosign loam be applied to any component. end are ee dry condition"el use. S.CompuTrus has no control over and manes no responsibility for the 8_Design aswmas M bearing N all support..hose.Shim or wedge If EXPIRES:[�, .t /ny Jry 01 7 fabrication,needling,shipment end Installation of component.. 7.Designecethery. Cllr fl t� I J 1Gll 7 8.This design 1.furnished subject to the llmltenons set forth by 8.Platesn nshag be orated on both fana.015emeend placed so their center June 14,2016 TP WVECA In SCSI,copies of which oil be furnished upon request. lines coindde with Mint center linos. ulnas Software 7.6.7(1 L E S.Digits indicate elee of plate In inches. MITek USA,Inc./Com p )' 10.For baste connector plate design values see ESR-1111,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 45 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-56) 31 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSI' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -65/ 291V -9/ 37H 5.50" 0.97 KDDF ( 625) 1'- 1.3" -61/ 28V 0/ OH 5.50" 0.09 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 4.0" -20/ 22V 0/ OH 1.50" 0.09 KDDF ( 625) 7.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.001" @ 0'- 9.2" Allowed = 0.056" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.2" Allowed = 0.084" MAX HORIZ. LL DEFL = 0.000" @ 1'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 3.2" Design conforms to main windforce-resisting 3 -, system and components and cladding criteria. Wind: 140 mph, h=19.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir)•.,', load duration factor=1.6, End vertical(s) ate exposed to wind, ' o Truss designed for wind loads '� n the plane of the truss only. I ti 0 I i' f 0 • o o f- 1 2 ►4 - M-3x4 D P OF k- 0-09 1 1 fir,�''e•� I N 6'6' 0-09 1-04 (PROVIDE FULL BEARING;Jts:2,4,3 I //J��..- (y /�((('''���[� '�/'T� "a. :9200P JOB NAME : RIVER TERRACE FRENCH 5 PLEX - Ll 4� Scale: 1.0818 !« WARNINGS: GENERAL NOTES, unless otherwise noted 0 it OREGON f� 1.Builder and eredion contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and N for en Individual I. t[✓ Truss: Ll and Warning.before construction commences. building component.Applleabllity of design parameters end proper y // Fes\ 2.284 comprenlon web bredng must be(notated where shown•. incorporation of component lathe responsibility of the building designer. ) -' ' 1 A V 4� 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the top and bottom chortle to M laterally braced et �./ Y �. Is the ro Nei f the arodor.Additional M brat f 2 continuous end at 10 op.such se sty unless braced throughout melt length by 47 R i�� spun IDy o permanent bracing a continuous theelhmg such es respectively sheathing/7C)ed throughout and/or hryWel(BC) DATE: 6/13/2016 the overall structure la the responsibility of the bulltling designer. 3.2,1 Impact bddging or lateral bndng required where shown•• 4.No load should be appfed to any component until ager all bndng and 4.Installation of trues Is the responsibility of the respadNe contractor. SEQ.: K2 0 715 O 1 fasteners are complete end sl no time should any bads greater men 5.Design assumes trusses are to be aced m a nonoorroata envbonment, TRANS ID: LINK design loads be addled toeny component. and an...Imes ndbbn'u e. c [w i+2/ry /IT I 5.Compania Ma no control over end assume.no responsiblgty for the 8.Deeeeaery fol beads 1 all w rte strewn.Shim or wedge If EXPIRES: L 2/ �/GO'! febrtcaMn,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. June 14,2016 B.This design a furnished subject to the Imitations.et forth by 8.Plates.hal be boated on both faces of hurt,and placed so their center TPIhSICA in SCSI,copies of Mich will be furnished upon request. Ines coincide with pint center Ines. S.Diggs Indicate Ace of pee In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L(E 10.For basic connector plate daagn value.see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=�-52) 29 2- 4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 95.0 PIE' 0'- 0.0" -42/ 257V -13/ 98N 5.50" 0.91 KDDF ( 625) 1'- 10.9" -25/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.0" -4/ 20V 0/ OH 5.50" 0.03 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075" 1-11-11 MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" f ,r MAX BC PANEL LL DEFL = 0.001" @ 1'- 1.7" Allowed = 0.071" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 7.00 p MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 o 0 N 0 o !Sio o M-3x4 l 1 y 0-09 2-04 (PROVIDE FULL BEARING;Jts:2,3,4 I ,i1/4Ep PR 0/=4. 5• GINE Uyb `t- 89200PE F' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - L2J1 Scale: 0.6838 WARNIN1.Balder GENERAL NOTES, unlessnthepotherwise infect OREGON Truss: L 2 J 1 1.Balder and erection contractor should be advised Mall General Notes 1.This design is bested only upon the parameters shown and Is for an Individual G A, and Wambps before construction commences. building component Applicability of design parameters and proper 2 2a4 compression web bracing must be installed vinare shown". incorporation or component Is the reaponaibtiy of the building designer. �/� q)" 1 4 �e\\ 3.Addebnal temporary bracing to insure'lability during construction 2.Design assumes the top end bosom chards to be laterally braced al r V�e�,.. lathe responsibility of the erector.Additional permanent bracing of 7 c.c.and at 10 o c.reepeclNely unless braced throughout their length by ' DATE: 6/13/2016 the overall structure la the reaponsiblby of the building designer. continuum ridging or such i b plywoodre i sheathing(TC)and/or drywag(BC). `R R'�,"' g3.Dt impact badging or lateral bracing required rwhereespective shown.. SEQ.: K2 0 715 0 2 4.Na load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are oompiete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK deaign beta be applied to any component. and are for"dry condition"of use. 5.CompuUrus has no control over and assumes no responsibility for the 8.Design ovines NW bearing at all supports shown.Shim or wedge If EXPIRES: ty, J /vv. /ry 01.,v tabdcatiun,handling,shipment and lnetall.Non of component,. necessary, C/l Cl3 i 3 'L! r 8.This design byisfurnished subject tothe limitations set forth 7.plate.aawmeloededoneohface1s pass.provided. June 4,2016 e.Plates shell be located on both laws of Wv,and plead u their center TPWVTCA in SCSI,copies of which will be furnished upon request. Inca coincide with Joint center lines. MI7ek US Inc./Com uTrus Software 7.6.7 1 L E S.Digits indicate size of plate in inches. A p ( )- 10.For basic connector plate design values see EBR-1311,ESR-teeS(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 95 2-4=(0) 0 , BC: 2x4 KDDF ({16BTR SPACED 24.0" O.C. 2-3=(-55) 29 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSI' BEARING MAX VERT MAX HORZ BEG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 95.0 POE 0'- 0.0" -40/ 263V -15/ 551i 5.50" 0.42 ROOF ( 625) 2'- 1.3" -2/ 24V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 9.0" -26/ 57V 0/ OH 1.50" 0.09 RODE ( 625) 12 7.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.002" @ 1'- 5.3" Allowed = 0.134" MAX TC PANEL TL DEFL = -0.002" @ 1'- 5.3" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.000" @ 2'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 3.2" Design conforms to main windforce-resisting system and components and cladding criteria. /' Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, � oEnd verticals) are exposed to wind, I Truss designed for wind loads o in the plane of the truss only. c 7M-3x4 1 l l 10 PRQF , 0-09 2-04 (PROVIDE FULL BEARING;Jts:2,4,3 I /'y� (at.(1'G�}'jt�V/'E - /0 44" 89200f E { JOB NAME : RIVER TERRACE FRENCH 5 PLEX - L2J2 /01 .. �'--. Scale: 0.9584 ��VP a�,5(.,,,, WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /'1A1 )a." 1.Builder end erection contractor should be advised of al General Nates 1.This design Is based only upon the parameters shown end I.for en individual Z. x_ORE l'7\.l l V 'K./ Truss: L2J2 and Warnings before consbudiun commences. building component.Applicability of design parameters and proper L `i, 2 y\ � 2.Sao compression web bracing mat be installed where shown*. Incorporation of component Is the responsibility of the building designer. <0 ^lye y A V 3.Additional tam bracing N Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 4 tempts!), ng 2o.c.and al10'a.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous&loathing PO as plywood sheathing(TC)end/or dryw98(BC). .1ii R'0. DATE: 6/13/2016 the overall structure la the responsibility of the building designer. 3.2a Impad bridging or lateral bracing required Piers shown a• 4.Na load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respectbe contractor. SEQ.: K2 0 715 0 3 fasteners are compete and at no time should any loads greeter than 5.Design aaeumes rosses ere to be used in e non-corrosive environment, and TRANS ID• LINK design loads be applied to any nomponem. Design assuor mes fullbe ringeta. 5.CanipaTnia hes no control over end assumes no responsibility for the 8.Design aswmes NN bearing al all supports Mown.Shim or wedge if EXPIRES:I 12/3112 017 fabrication.handling,shipment and installation of components. 7.Design sssumes adequate drainage is provided. June 14,2016 8.This design le furnished subject to the limitations sat form by 8.Plates shell be located on both faces of truss,end pieced so their center TPIhV7CA in SCSI.copies of which will be furnished upon request. Ones de with joint g.Digitsindicateales of plate terinches. . MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values sae ESR-7311,ESR-1588(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 45 2-4=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-51) 24 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -45/ 260V -13/ 48H 5.50" 0.42 RIDE ( 625) '- 1'- 9.2" -15/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 45V 0/ OH 1.50" 0.07 RODE' ( 625)'.'t LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. r-. BOTTOM CHORD CHECKED FOR 1OPS F 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/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" 1-11-11 MAX TC PANEL LL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.106" 1' '1 MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 7 00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, -,y End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. '' o Co I ti O O o I ►� 4�� -f M-3x9 J' l l 0-09 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 9,cO PROP6- ��c;5 NGIN��c6, /p* 89200PE ILL<' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - L2SJ1 , � . Scale: 0.6838 a ,e �ilk �/'�y,�.a.. WARNINGS: GENERAL NOTES, anise.otherwise noted: � �� �e'L. Truss: L 2 S Jl 1.Balder end erection contractor should be advised Orap General Notes 1.This deegn le based only upon the parameters shown and is for an lndlvIdual and Wernhgs before construction commence.. balding component Applicability of design parameters and proper " / 2.2.4 ampree.ion web bradng must be installed where shown e. incorporation of compos. la the nepanstbpity of the building designer. <O 47 a� 3.AddEonal temporary bracing to Insure stability during construction 2.Design assumes the top end bottom tronas to be laterally bread at ` ({. L lathe responsibility of the.radon.Additional permanent bracing of 2 o c and at 1G e.e,respectively unlaces braced throughout their length by la)'‘'' DATE: 6/13/2016 Sre overall structure N the rasponAbEty of the building designer. continuous rtd5:sheaglor such as pdwro required a where)own•dryo.U)SE). "I L`]p'1 3.to Impact boring M lateral brad b o where.hewn w e a�!l 4 SEQ.: K2071504 4.Noend.hredb.eteenmanyRn..hontungagergall eaterthens 5.Deeignonomo,IleesereNusytitherespectivecennviron lastanen are complete and at no time should erg)cads greater then 5.Destgn.seam..Imaxs ars b be used in a noncorrosive environment, TRANS I D: LINK deAgn bads be applied to any component, and are far"dry condition"of use. 5.OompuTrue has no control over and assumes no responsibility for the 8.Gee egn�aswmes NA bearing at all support.Move.Shim or wedge If EXPIRES: 12/3112017 fabrication,handling,shipment end inetellellon of components. ry T.Petese.hal I.Peeled on both is provided.an June 14,2016 6.This design la Nmiehad eubjed to the limitations set forth by S.Plates shag be paled on bon leas Maass,and plead so their anter TP WVICA in BCS',copies o/which will be furnished upon request. Ines alndde aft joint center lines. 9.Digits Indlate site of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design value.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=1-38) 51 3-5=(-202) 131 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-83) 70 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 421V -23/ 71H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -40/ 261V 0/ OH 5.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0* For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.070" @ 3'- 0.6" Allowed = 0.332" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.098" @ 3'- 0.6" Allowed = 0.498" 1' 1' 1' MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 Wind: 190 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, •S (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir)„ load duration factor=1.6, , End vertical(s) are exposed to wind, JU Truss designed for wind loads in the plane of the truss only. rn 0 N ti 1 III0 1 I 2�� 5 0 M-3x4 M-1.5x3 1 1 1 5-08-04 0-03-12 1-00 6-00 • c.����p P 0/ R - e 89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - P1r • Scale: 0.5771 "IMO /W (�'"' 11110 Builder O.This design uny up on the ise parameterted:s 7/ OREGON /T"' 1.Budder and erection antrador n co be commences. advised of all General Notes 1.bal design pbasedn t.Applicability upon the p parameters shown and is for an individual (.A. OREGON W 1 V y*_. s. Truss: P1 and Waivings before construction commences. baldingincorporation component. of design parameters and proper y Ay ft '' 2.254 compression web bracing must be metaled where shown.. Inesrporatlon of component h the responsibility of the building designer. /� '41}e 4 k 14 2.° t° "�. 3.Additional temporary bracing to Insure stability during construction 2.Design aswmes the top and bottom Morde to be laterally bread et Y L �P Is the reapnnsibRty of me erector.Additional permanent bracing of r o c end et 70 hin respectivelyucasph unless braced(ll)throughout mein length). [� FRI Lk- anmpsctc sheathing such l bac ng red uir a where s nenenftt•tlrywaN(BC). ,(Y[LiJ DATE: 6/13/2016 the overall structure la the responsibility of the building designer. 3.As impact bridging or lateral breclnN required where shown i. SEQ.: K2 0 715 0 7 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility or respective contractor. fasteners are complete and et no time should any loads greater than 5.Design sesames tames are to be used in a non-corraelks environment, TRANS I D: LINK design loads be applied to any component. and are fordry condition.of use. 5.CompaTras has no control over and assumes no responsibility for t. 6.Design as and NA bearing et ell supports shown.Shim or wedge If EXPIRES: 12/31/2017 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. June 1 A,'2Q 16` 6.This design Is furnished abject to the limitations set forth by 8.Plates shall be baled on both faces of truss,and placed so their center 't TP WJTCA in SCSI,espies of which will be furnished upon request. lines coincide with Islet center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector pale design values see ENR.1311,ESR.1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-31) 34 3-5=(-167) 114 BC: 2x4 KDDF #14BTR SPACED 24.0" O,C. 2-3=(-69) 49 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 381V -19/ 60H 5.50" 0.61 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 5'- 0.0" -33/ 216V 0/ OH 5.50" 0.35 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked fox net(-7 loaf) uplift at 24 "or spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.031" @ 2'- 8.4" Allowed = 0.262" 4-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.038" @ 2'- 6.6" Allowed = 0.393" 1' 1 '1 MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 4.00 v Design conforms to m windforce-resisting system and components rand cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),' 4 load duration factor=1.6, II13F1:.4 End vertical(s) are exposed to wind, Truss designed for wind loads �, in the plane of the truss only. u1 ti rn 1 0 2:� 6 -' M-3x4 M-1.5x3 1 l l 4-08-04 0-03-12 J• l l 1-00 5-00 �, �cOP Op FP 89200PE JOB NAME : RIVER TERRACE FRENCH 5 PLEX - P2iiiIIIIIIIP,00'" Scale: 0.5900 S�illi )�., WARNINGS: GENERAL NOTES, unless otherwise noted OREGON ar"4. 1.Builder and erection contredor Mould be advised of all Gannet Notes 1.This design Is based only upon the parameters Mown end Is for an individual R( G O V �i['Q i Truss: P2 and Warnings before conslrudbn commences. building componentApplicablllty of design parameters and proper L 4, '��e e\ 2.204 compression web bracing must be installed where shown+. Incorporation of component Ie the responsibility of the building designer. /tow A 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom Morris to be IeteralN biecotl el 'L,/ at (r 1 Is the responsiblAN of the erector.Add%bnal permanent bracing of 7 o.c and et ig o.c raapecthaty unties braced throughout melt length by sty � t� continuous sheathing such es pNwood Mealhing(TO)and/or nywall(BO) 1 DATE: 6/13/2016 the overall structure la the responsibility of the building designer. a.2a Impact bridging or latent brining required where shown++ SEQ.: K2 0 7 15 0 8 4.No load Mould be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners era complete and at no time Mould any loads greeter then 5.Design assumes trusses are to be used In e non-corrosive environment, design pads be applied to any component. end ere for"dry condition"of use. �/ TRANS ID: LINK aeons %y e.Design ssumesfu%bearingatallsupportsMown.ShimorwedgeIf EXPIRES. 12/31/2017 B,cam Tnn has no control over end assumes no ra ibil for me necessary. EXPIRES:Ct7 L C li I fabrication,handling,Mlpment and instalM%on of components. 7.Design assumes adequate drainage is provided. June 14,201 6 6.Thio design Is furnished subject to the limitations set forth by a.Plates shall be located on both races of truss,and placed so their center TPSWTCA In BM,copies of which will be furnished upon request. lines coincide with joint center lines. g.Nits innate of Inches. MITek USA,Inc./Com uTrus Software 7.6.7(1L)-E i For basic connectorplate design values see ESR-7317,ESR-i Bt1S(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 6'— 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 204 KDDF #160TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.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 M-1.5x4 or equal at non—structural in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note(Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-08-04 0-03-12 T T T 12 4.00 D M-1.5x3 3 4 —/ I� ti rn 0 N 2 ,r)f•i li —adIIIIIIIIM —/ o 5 6 M-3x4 M-1.5x3 'Jr ,Jr l 1-00 6-00 '<vs,%.o PFSOF�sS 4t. 89200PE <' JOB NAME : RIVER TERRACE FRENCH 5 PLEX — PGE ,I --: Scale: 0.61461101 Y'!'s' /'1.. WARNINGS: GENERAL NOTES, unless otherwise noted ♦ Vf7la L.J1V "4. 1.Builder end erection contredor should be advised of aft General Notes 1.This design Is based onty upon thk parameters shown and Is for en bMlvldual p O I V t. '� Truss PGE and Wamin s before construction commences fou:1Eing component Applkebility of design parameters and proper �y 2.1x4 compro Won web brodng musi be Instalbtl where shown+. Incorporation of component Is the responsibtBy of the building designer. L� '7 ' 14 (1°��—- 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the lap and bottom chorda to d laterally brecod et O �a' G Is the responsibility of Me erector.Additional permanent bracing of Tnti and ete.hin.respectively as pyunlessbrecedthroughouttheylength) �'�� DATE: 6/13/2016 the overall.fracture is the re siblp f the build) designer. continuous sheathing or such as prng re fired where s ame 0r drywal(BC). ^' span Y o n8 g 3.Di Impel bridging or isterel burning required wfiere shown*+ SEQ. : K2071509 4.No load should be applied toeny component until after all bracing and 5.Installation tailt awfI ns Is ssthe responsibility sob bl:tyyeitherrespectivel contractor. .lit, fasteners are complete and at no time should any mads greater then design bade be applied to any component. end are for"dry condition"of use. p [w TRANS ID: LINK 5.CompuTNs has no control over and assumes no roeponelb lMy for me B.Design assumes ml bearing at all support.shown.Shin or wedge if EXPIRES. 12131/2017 2131/2 0 1 7 fabrication,handing,shipment end lneatletbn of components. 7.Design assumes adequate drainage is provided. June 14,2016 RCt7 1GL.7.I1/ilii 8.This design is furnished subject to the limitations set forth by 8.Plates Mal be bated on both feces of truss,and placed.o their center TPINd1CA In SCSI,copies of whkh coil be furnished upon request. lines coincide vdth)clot center lines. H.DigitsIndicate stye of piste in inches. MiTek USA,Inc./Com uTrus Software 7.6.7 1L E to. For basic connector design valsee ESR-7311,ESR•1 Stift(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-211) 119 4-2=(-309) 48 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 49 2-5=(-157) 290 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -19/ 328V -76/ 191H 5.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.3" -102/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 69V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked fox net(-7 psf) uplift at 29 "oc spacing. ,r .AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.067" 12 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed = 0.137" 12.00 V MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed = 0.206" MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" -/ MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" 44 Design conforms to mainwindforce-resisting FP system and componentsand cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, o Truss designed for wind loads 2 , in the plane of the truss only. I r` ir°4kh co cel , I 0 y I , I 16111161. Ai I 4 M-1.5x3 M-1.5x3 l l 1-00 2-00 (PROVIDE FULL BEARING;Tts:9,5,3 I ����C� p H Qp . 0.0 :92O0P 1-• e4°.' JOB NAME : RIVER TERRACE FRENCH 5 PLEX - SJ1 Scale: 0.5927 " a /y.. Is WA1.abider. O.Thisd NOTES, unless won noted. "P OREGON �' / Truss: S J 1 1.Builder and s before annstr ct snowd be advised of aft General Noted I. ildesign Is based only cabn the parameters par Mein and is for en ktlivklual • dna Warnings berore anarudlon commences. building amponem Applicability of design parameters dna proper 2.2x4 compreeIon web bracing must be Installed where Mown a. Incorporation of ampan•nt Is the responsibility or the building tleslgner. �y � 3.Additional temporary bracing to Insure stability tlunng anstrucibn 2.Design assumes the tap and bottom chords to be laterally braced at rQ 4 G Is the respanstNAty of the eredor.Additional permanent bracing of 2 o.c.and at 10'o.c.rsash es union braced throughout their length by V //ww. DATE: 6/13/2016 the overall structure le the reeponelblyy of the building designer. a Mgingiar such es acwg re sheathing(TC)Mere a antl/ar drywaA(SC). - R RI�� g 4.In impact Taurus or Mere)bracing required the whpe shown SEQ.: K2071510 4.NopeeMoelc be mapeletltatnyamponeMtroyil elleragbradnhantl 4. eetas oftest lathe aretenle itroresp•dae eenviran fasteners are complete and el no time ehouk any loads greeter then 6.ledge assumes irueaee are to be used In a nonroorroeNs environment, tleS bade beapplied to anyand are for"dry wndllon"of tea. EXPIRES: TRANS ID: LINK s.camp rru.n..no antral over dna nevem..no 8.DDesignassumes GP bearing at.A supports shown.Shim or wedge if E1�f RCS: 12/31/2017 W responsibility for me ecewry. tabrcatlo0,handling,shipment and installation of components. 7.Design names adequate drainage is provided. June 14,2016 8.This design is furnished sidled to the(imitation set forth by 8.Plates Mel be located on both faces of truss,end placed so their center TPIiWTCA in SCSI,copies of which vt8 be furnished upon request. Anes coincide with joint anter lines. MITek USA Inc./Com uTrus Software 7.6.7(10-E 8.Digits radiate size of plate in inches. P10.For beak connector pate 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'- 8.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-135) 100 3-4=(-197) 159 3-1=(-275) 168 BC: 2x4 KDDF 416BTR SPACED 29.0" O.C. 1-9=(-250) 319 WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -46/ 185V -97/ 1490 5.50" 0.30 KDDF ( 625) TOTAL LOAD = 95.0 POP 1'- 6.7" -147/ 110V 0/ OH 5.50" 0.18 KDDF ( 625) 3'- 8.7" -87/ 141V 0/ OH 1.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ Cl'- -3.0" Allowed = 0.028" MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" 12 MAX HORIZ. LL DEFL = -0.005" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.005" @ 3'- 7.9" 12.00 7 2 -/ Design conforms to main windforce-resisting (') system and components and cladding criteria. Wind: 190 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),' load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 r 0 M-3x4 1 44'4' '• in I 0 3 11.3.7.7.1-411 2�4 / -1.5x3 M-1.5x3 y 1-09 y 1-11-11 y CI_cj rRoFt (PROVIDE FULL BEARING;Jts:3,9,2 r��( s. , `0C51NE , 91'0 .. :9200PE'VC7 �� JOB NAME : RIVER TERRACE FRENCH 5 PLEX - SJ2 Scale: 0.4806 ( 441111P . � WARNINGS: GENERAL NOTES, unless otherwise noted MO Cr itiCJR GG W I V . 1.Builder aha erection contactor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual O'Y {�_ Truss: S J2 and Warnings before construction comment. building component.Applicability of design parameters and proper 2 2a4 compression web bracing must be installed where Mown+, Incorporation of component N the responsibility of the building designer. �/� '1 w fl A. 3.Additional temporary bracing to Insure stability during construction 2.Desipn assumes the tap cosi bottom chords la he laterally braced at �A t Y L 111 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and el 10 o.c.aspedNaly unless braced)TI) out their length by ('Ji`D I I� continuous sheathing Kroh as plywood aheathing(TC)and/or drywal5BC) +'� N DATE: 6/13/2016 the overall structure is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown.t SEQ.: K2071511 4.No load should be applied to any component until after all bradng and 4.Deletion Ohms h Was thehresponsibility spoosibil lwafithe re pedIvs o nnavler. fasteners are complete and at no time should any loads gaoler than e design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CempoTras has nocontrol over and aseumeanoresponelbllityfor the 8.Destgne�wmesfull beadngalcoilsupports shown.Shim orwedge 11 EXPIRES: 12/31/2017 hbrkation,handling.shipment and inebriation of components. 7.Design assumes adequate drainage Is provided. June ne 14,2016 5.This design is furnished subject to the limitations set forth by 8.Plates shall be loafed on both faces ebbs.end placed so their center TPIN6TCA In SCSI,copies of which will be furnished upon request. Anes coindde with Hint anter ines. 9.Digits lndlate aloe of plats In inches. MITek USA,Ino./CompaTnas Software 7.6.7(1L)-E 10.For bask oonnectur plate design values see ESR-1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and TrusS-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00'. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-341) 136 4-5=(-286) 154 4-1=(-584) 175 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-169) 0 1-5=(-250) 463 WEBS: 2X4 RUDE STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -95/ 448V -115/ 247H 5.50" 0.72 KDDF ( 625) OVERHANGS: 0.0" 29.0" 1'- 6.7" -264/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 3'- 8.7" -306/ 437V 0/ OH 1.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.028" MAX LL DEFL = -0.039" @ 5'- 8.7" Allowed = 0.133" MAX TL CREEP DEFL = -0.051" @ 5.- 8.7" Allowed = 0.200" 3 -,/ MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" MAX HORIZ. LL DEFL = -0.010" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.010" @ 3'- 7.9" 12 12.00 [ Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ii End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. o ti r--- o 0 r---- M-4x6 1 u, li0 , IlL. WIIMMEW -1 4 w� M-1.5x3 M-1.5x3 p PR QF 1 1 09 l 3-11-11 y ,mac;' NAGIN C(e 's c/ (PROVIDE FULL BEARING;Jts:4,5,2 I 15' I, �89200PE r JOB NAME : RIVER TERRACE FRENCH 5 PLEX - SJ3 Scale: 0.3944 .'7" - . WARNINGS: GENERAL NOTES, unless otherwise noted: • OREGON /ti A I Ce: 1.Builder and erection conhador should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 7 Oft t O I VI W Truss: SJ3 and Warnings before construction commences. building component.Applicability or design parameters and proper r�� 2.254 compression web bredng must be Installed where shown+. t* dCA incorporation or component is the responsibility or the building designer. /� 1 4 ZV '�". 3.Additional temporary bracing In Insure stability during constmdlon 2.Design assumes the tap end bottom chords to be latently braced et 'GJ by Is the responsibility f the erector.Additional permanent bracing or T continuous and et 10 a.c.respectively blaming unless braced throughout their length). R 1�-'- o 24Imprridging r such asrat uir et where end/or dryweW(BC). DATE: 6/13/2016 the loverall oadsstn lure is me to any cmpdbalty orthebulldrg designer.acin 3.24 Imprint bodging or therelpobiny of thed whom Mown++ S E K2 0 71512 4.No load should be applied to any component until after all bracing end 4.Installation of inns i•es respo be used cf respective contractor. 4' fasteners are complete and at no time Mould any loads greater men 5.Design assume,trusses aro to be used In s non-corrosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK s.cempaT us has no control over srd assumes no responsibility for na 6.Design assumes fug bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 Seery, fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. s u ne 14,2016 6.This design is furnished subJed to the limitations set forth by B.Plates shall be located on both faces or truss,and placed so their center TPWJTGA in BOSI,copies of which col be furnished upon request. Mee coindde with Joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.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 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 95.0 PSF 0'- 0.0" -45/ 392V 0/ 93H 5.50" 0.55 KDDF ( 625) 3'- 4.7" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -44/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 G9"'BOTTOMCHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.4" Allowed = 0.189" MAX TC PANEL TL DEFL = 0.010" @ 2'- 1.4" Allowed = 0.283" MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.8" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, lir (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, o Truss designed for wind loads km in the plane of the truss only. 0 N 1 - r1 0 1 o M-3x4 l 1 .• 1-00 3-07-08 'PROVIDE FULL BEARING;Jts:2,9,3 I �`��� NGI E ',' /0 892O0PE r- JOB NAME : RIVER TERRACE FRENCH 5 PLEX - T1 4////frioot � Scala: 0.8761 /y� WARNINGS: GENERAL NOTES, unless otherwise noted OREGON k'- 1.Bolder and erection contractor should be advised of all General fobs 1.This design b based onty upon the perametero shown and Is for en mdividuai t Truss: T1 and Warning.before consirudlnn commence.. building component.Applicability of design parameters end proper bN '`4/ 2.2s4 compression web bredng must be installed where shown i. Incorporation of component Is the reepunelbiidy of the building designer. G<O �9 1. 1 4 Cy ��4 3.Additional temporary bracing to Insure stability during consbucibn 2.Design assumes the top and bottom chords lo be laterally braced et r L b the responsibility of the erector.Additional permanent bracing of Z e.e end at 10 e.c respectively unlace bowed throughout Met length by DATE: 6/13/2016 the overall structure L Inc responsibility of building designer. continuous sheathing touch es plywood aheetmng(TC)and/or drywen(Bc). A R R.i r..\-` N)'o 7.2e Impact bridging or lateral bradrp required where shown.• SEQ.: K2 0 71513 4.No blo ad should be applied to any component until alter ell bradng and 4.Installation° use Is the sfoNlty of the respective contractor. fasteners aro complete and at no time should any bbuss loads greeter than 8,Design assumes es are are to to be used In a nonmorrosNe environment, design ldade be applied to any M. end are for"dry condNbn"of use. TRANS ID: LINK gn ywmpass 8.Design t dryaeNbeenngtlaNwpponesirown.Shmarwetlgelf EXPIRES: 12/31/2017 8.Computrus has no control over and assumes no responsibility for the epery fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. June 14,201 6 H.This design Is furnished eubjed to the limitations set forth by 8.Plates shall be located on both faces of buss,end placed so their center TPWYTCA In BCS',copies of which AIN be famished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plats in inches. MiTek USA,Inc./CompuTrus Software 7,6.7(1L)-E to.For beak connector plate design values see ESR-1311,ESR-7888(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y 6-4-8 dimensions shownnot into ft-in-sixteenthsscaleFailure to Follow Could Cause Property I I (Drawings ) u Damage or Personal Injury are indicated. g j ry r�= Dimensions 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. 2. Truss bracing must be designed by an engineer.For 0 1/T 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I MIIIIIIME � !ill IcLo bracing should be considered. 10,11N 3. Never exceed the design loading shown and never �-� U �� stack materials on inadequately braced trusses. a_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate .9_ c�e C6-7 cs e designer,erection supervisor,property owner and plates 0 'na 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 shall not exceUnless ed 19%at moisturese noted, imlumber of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i• Indicated bysymbol shown and/or SYP represents values as published specified. i� 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. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *IMO reaction section indicates jointIMrialliM number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. OMNM,K, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MTek7 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