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Plans (8) NEW SFA TRUSS 13494 SW BEACH PLUM TER MST2016-00047 13486 SW BEACH PLUM TER MST2016-00046 13478 SW BEACH PLUM TER MST2016-00045 13470 SW BEACH PLUM TER MST2016-00044 13464 SW BEACH PLUM TER MST2016-00043 CP, "1 4stat b ks ; OFFICE COPY • =Illi":A`thi.k !NI AO 1. .� 1lpL RECEIVED I�_� I I / /1,�1 Q FEB 1 2016 4 gm 4 I� rill'V.. I � �1 •ral I ot �f!!`��Lil o 11I■�� CITY OF TIGARD wit lit,.:.= BUILDING DIVISION �� ii� IdOl9v n 0:11 _ Lam' Ii ii r<� T t 1 •r y 'iii 3 OF 12 1114 RAM 11;4 IW. — YJ1 h. N 4II. I N el.411P 7��+211 AI ; Y 1 I II 'I 111 b�r�WV !If'�'�I — IP:�'i. „...„ L2J, lik,_ _ t II ,II v 11311 t. iMilal do- SII =i .�.....,. ._ -4= Nilizaii T wog o o a _> Z =mom P II _ • y• -3 m0 O CO• z O 70 27 24 41ix�i i �. :�1 �g i�. v,y x T ,...,2- N ' Ia.x GJ1 I\� lon1PRIKIEglii KI�iii_ z o c 3 °0 -. Q IU JII �1l.- -- 1�.'�.5.'` i- 0� �< 1 Z Z /.. 1 .an ice_— i'M® � I II = •'� i 11 TGn� m 73 9 -4 r 1911A 171 kr:b Neil!. iiRM_,, III IN iv g ad in - . a NM iguri hiallisk 1.3. 141 41' 44 .. & two - �.S -. ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 01/29/16 TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER pan" INFORMATION.BUILDING NRT 5 PLEX 201-205 DM DESIGNER/ENGINEER OF RECORDU mber RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY.' REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO ■ w COMPANY CHECKED BY: REVIEW AND APPROVE OF ALL VQC. TRUSS DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 3/32"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 'C,,'..-r.crli, COPY ` a 71 MiTek° MiTek USA, Inc. 7777 Greenback Lane RECEIVE Suite 109 D Citrus Heights,CA,95610 ciT Telephone 9161676-1900 Re: PL16-32UPPER €B 16 Fax 9161676 1909 POLYGON 2 �6 BUILDING R8N 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: R46397390 thru R46397404 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. cO PROFFS'S 44w -7 04GINEF9 i029 87022PE f cv7 X45, OREGON ti9 Oki "P 06‘MQER 1, P� A. HEck- e EX' '':06/30/ f January 25,2016 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. • O ' Job Truss Truss Type Qty Ply POLYGON R46397390 PL16-32_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Jan 25 06:53:39 2016 Page 1 ID:5e V?tdjYilz0X2xysiFDVpzsm UO-ZyV 2lwssYmohMpsS S isd Fbngeb W NMZLdy6m gJ6zrseA I 1-9-12 I 2S0 I Scale=1:18.2 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 . s 8> 73x5= 3x4= 3x4= 0�1 9-8-4 I 0.1 9-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/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.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=420/0-4-0,8=420/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-688/0,3-4=-688/0 BOT CHORD 7-8=0/430,6-7=0/536 WEBS 4-6=-626/0,2-7=0/300,2-8=557/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �0,EO PROF <�� �cNGINEF/1 /02 cc 870 2PE -9 y �A), OREGO /r5O40 'AO AMBER 1� On A. HES; EXPIRES: 06/30/2017 January 25,2016 t I MUM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 0/1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with AMiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verily the appricablity of design parameters and properly incorporate the design into the overal building design. Bracing indicated'is to prevent buckkng of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stabBty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,,, fabrication,storage,derivery,erection and bracing of trusses and truss systems,see ANSI/tP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 4 Job Truss Truss Type Qty Ply POLYGON R46397391 PL16-32_UPPER F02 Floor 12 1 ,. Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jan 25 06:53:40 2016 Page 1 1 D:Se V?tdjYi IzOX2xysi FDVpzsmUO-183QyGsU I4wY_zRf?P NsooK?I?pl 5ymnBm W ErYzrse9 1 0-9-4 I 2-6-0 I Scale:1/2'=1' 1.5x3 II 4x8= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 e 1 M ... — o 114116... o- e 11 10 e 9 8c 4x4= 4x8= 3x8= 3x5= g:1114 „,4 13-9-4 a� 13-7-12 Plate Offsets(X,Y)— El1:Edge,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Incr 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. \co v� GINE `> 870 2PE N cv y �4>, OREGO /iL 4U 'A ''� On 13ER \\ \\ O S A. H ...C)% CI EXPIRES:06/30/2017 January 25,2016 1 I me A WARMNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED TEK REFERANCE PAGE*11.7473 rev.10AM2015 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 binding designer must verify the appricabfiity of design parameters and property incorporate this design into the overal building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication.storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPll Qualify Cdleda.DSS-89 and BCSI Building Component Su109 Safety Information suite ation available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty PlyPOLYGON PL16-32_UPPER F03 Floor 22 ] 1 R46397392 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Jan 25 06:53:40 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-183QyGsUl4wY_zRf?P NsooK?E?pS5zfnBm WErYzrse9 i 2-1-4 I 2-6-0 I Scale=1:26.3 1.5x3 I I 4x6= 1.5x3 I I 3x4= 1.5x3 I I 3x8= 1.5x3 II 1 2 3 4 5 6 7 • b s e 0 101.1......°11.1.1111.1.1.111111111111 .114114111414111114111411111411111111411111411411111111•• -4/1111.1°°°°°°°°ll°°°°°°P' '414141411111411414111414111111111141111111111111111.- e e v e 11 10 9 ar 3x5 = 4x8= 3x8= 3x5= 0.1118 15-1-4 I 0.'y1-8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=659/0-1-8,11=659/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. .\(‘- ,1/4,1/4EO PRorte, ��\ 0.0 � .... EF9 /"-s--__ 870 2PE v-- N N y �A), OREG N ,i5) 4/./ 9O, AMBER A\ Or., A. HECk EXPIRES: 06/30/2017 January 25,2016 1 o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE BII.7473 rev.1011,2015 BEFORE USE Me Design valid for use only with MTekm connectors.This design is based only upon parameters shown.and is for an individual budding component,not dm a truss system.Before use,the bulg designer must verify the applcabdiity of design parameters and properly incorporate this design into the overal budding 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 stablity 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/TPIT peaty Cdteda,051-89 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 R46397393 PL16-32_UPPER F04 Floor 6 1 - Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jan 25 06:53:41 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-VLdpAct63O2Pb7?rZ7u5K0sA4PASgPIwQQFnO_zrse8 13-4-9 2-6-0 I 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 0eIlk 14040004040404440001144000,. _ - -r _ e e 11 10 9 8 5x5= 4x8= 3x6= 3x4= 01118 0-1-8 13-2-8 Plate Offsets(X,Y)— Fl1:Edge,0.1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:65 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 OF 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. ��ED PROFFs ��\�� okGI NEER kvqy 87022PE / ytP N N �A>, OREGON tis O40 'AO AMBER 1,\ \ On A. He?' EXPIRES:06/30/2017 January 25,2016 tt AWARNING.-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 911-7473 rev.10/03!2015 BEFORE USE. ha - Design void for use only with Mitch®connectors.This design is based only upon parameters shown,and a for an individual building component,not a truss system.Before use,the building designer must verify the appliicabiity of design parameters and property incorporate this design into the overal building design. Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPll Quality C4teda,DSS-89 and SCSI Building Component Solely 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 R46397394 PL16-32_UPPER F05 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jan 25 06:53:41 2016 Page 1 ID:SeV?tdjYilzoX2xysiFDVpzsm UO-VLdpAct6302P b7?rZ7u5KOs5ZP7dq N2wQQFnO_zrse8 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 e e e o e 0 V '11111111414111111111111111111111141111444446.. 4000000.111.11111.1.1.111111.1° 41144111111141111111111111111111111111111444s4 '11114111111111111111141111044444‘. e5 e o 10 9 4x8= 4x10 = 4x8= 4x8= I _ _ _ _ 15-1-4 -- - - - I 15-1-4 Plate Offsets(X Y)- 11:Edge,0-1-81,(8:Edge,0-1-8),[11:Edge,0-1-8] LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) Ildefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.54 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:75 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&BV(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=950/0-5-8,8=1077/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-2061/0,3-13=-2061/0,3-14=2061/0,4-14=2061/0,4-15=2230/0,15-16=2230/0,5.16=2230/0, 5-17=2230/0,6-17=2230/0 BOT CHORD 10-11=0/1143,9-10=0/2405,8-9=0/1546 WEBS 6.8=1792/0,6-9 /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 Ib down at 1-5-7,112 lb down at 4-7-13,112 Ib down at 6-3-0,112 Ib down at 7-10-3,112 lb down at 9-5-6,1121b 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 QED PR0FF Uniform Loads(plf) ,`<, Ss Vert 8-11=-5,1-7=50 N5 tAG1NE - /O Concentrated Loads(Ib) C7 �' 9 2 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) 4 87022 P E 9� N N - SATOREG N ci�O[vi 9O 'MBER \\ ' OS A. HEC�P EXPIRES:06/30/2017 January 25,2016 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE P11.7473 rev.10103/2015 BEFORE USE. MN Design void for use only with Mirek®connectors.The design is based only upon parameters shown,and's for an individual binding component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overal building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek• is always required for stablity 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/r% m 1 Quality Criteria,DSB-89 and BCSI Bolding 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 R46397395 PL16-32 UPPER F06 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jan 25 06:53:42 2016 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsm UO-zXBBNyukgNAGDGa17gPKtDPLZpWOZum4e4?KWQzrse7 1-10-4 I 2-6-0 I Scale=1:25.7 3x4 I I 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 1 2 3 4 5 6 7 a ° s o o - ° — 7-NIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIT' - "1/111111.1.°11.11°11.1.1.11°. -111.1411411111441.114111111141114111111111111114111441114111k - -1IIIII 0 ab s o o e ♦ 10 9 3x6 = 3x6= 3x6= 3x6= I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— (1:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012rTP12007 (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(lb)or less except when shown. TOP CHORD 1-2=262/262,2-3=-957/163,3-4=957/164,4-5=1006/150,5-6=-1006/150, 6-7=-348/348 BOT CHORD 10-11=251/634,9-10=144/1068,8-9=229/734 WEBS 6-8=-858/275,6-9=-304/615,4-9=-411/388,4-10=-432/373,2-10=-293/674, 2-11=730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This truss has been designed for a total drag load of 2000 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 plf. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. t���o P R ores, �C?�5 �N(,INEF'9 /02 2r 870 2PE 9r i / N ^I N • • �- OREGON 15)Olv 90 cc IBER \' r' OS A. HE-91/P •EXPIRES:06/30/2017 January 25,2016 1 1 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED 957EK REFERANCE PAGE MO-7473 rev.10103!2015 BEFORE USE. 11 Design valid for use only with MITek®connectors.This design is based only upon parameters shown.and is for an individual building component,not es a truss system.Before use,the building designer must verify the appricabiity of design parameters and property incorporate this design into the overal building design. Bracing indicated is to prevent buckling of individual buss 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/IPil Quality Criteria,D56-89 and SCSI lulding Component Suite S109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46397396 PL16-32_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jan 25 06:53:42 2016 Page 1 ID:5eV?tdjYi Iz0X2xysiFD Vpzsm UO-zXB B NyukghAGDGa 17q PKtDP LwpYTZy74e4?KwQzrse7 0-11-4 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 I I Scale=1:11.3 III II IPAIII II Illrll:AlIll116llihi:111//1 MN %r 5 =/ 3x4= 3x4 = 11 3-8-4 I 1 3-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 ""• 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:20 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=157/0-4-0,5=157/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. -<('\ PRoPFss (.. �CNGINER /029 87022P- r" i . i N 7 4Nis OR GON (o 04/./9 4ti O MBER \ ' OS A. H -9 EXPIRES: 06/30/2017 January 25,2016 I 8 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED PASTER REFERANCE PAGE -7473 rev.10103!2015 BEFORE USE Design void for use only with MTek®connectors.Thu design is based only upon parameters shown,and is for an individual building component,not " a truss system.Before use.the building designer must verity the applcabity of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele ek• is always required for stabitty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Cdteda,DS6-89 and SCSI building Component 7777109 Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights_CA 95610 Job Truss Truss Type Qty Ply POLYGON R46397397 PL16-32_UPPER F08 Floor 12 1 k Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jan 25 06:53:43 2016 Page 1 I D:5eV?tdjYilz0X2xysiFD Vpzsm U O-Rj kZblvM b?I7rQ9EhYwZP RYV8DvtIOE DtkkuStzrse6 I 2-6-0 I 0-11-12 1 1 0.6-12 4x1= i 1.5x3 II 2 3x4= 3 3x4 II q Scale=1:11.2 0 e1 t S1.5x3 II 7 5 3x4= 4x6 = 3 3-10-4 I 3-7-4 d-a-88 I 4-6-8 I 3-7-4 0-1-8 Plate Offsets(X,V)— I4:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/def1 L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Concentrated Loads(Ib) 80 ���-�EO�PN NJ �F�s/ Vert:4=125(F) �c N F O29 cc 870 2PE N A cv 7 �A>, OREGO /ti z~ 'AC F,yBER \N O EXPIRES:06/30/2017 January 25,2016 i / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MI-7473 rev.10/03/2015 BEFORE USE. Ilkn Design valid for use only with Mbuildingek®connectors.This design is based orgy upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer mbust verity the applcaty of design parameters and properly incorporate this design into the overal building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rlil Quality Criteria.DSI-89 and SCSI Building Component 7777109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. iteCitrusHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46397398 PL16-32_UPPER F09 Floor 15 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jan 25 06:53:43 2016 Page 1 I D:5e V?tdjYilz0X2xys iFD Vpzsm UO-RjkZblvMb?I7rQ9EhYwZPRyV D DvBI O9DtkkuStzrse6 I_ - 2-6-0 0-5-12 I 0-6-12 4.41_ 11.5x3 II 2 4x4 = 3 3x4 II 4 Scale=1:11.3 •1.5x3 II 7 6 5 3x4= 4x6 3-4-4 3-1-41 4-0-8 3-1-4 1 I 0-8-4 0-1-8 Plate Offsets(X,Y)- 14:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Inc- NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=102/Mechanical,6=368/0-6-0 Max Gray 7=129(LC 3),6=368(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=-8,1-4=80QED P R OFF Concentrated0ads 125(F)) ��NG I N E9�% Vert:4 87022PE (P� SNA y 41, OREGON ti5) <v 'SN� AMBER 1� \"\O OSA l-4 EXPIRES:06/30/2017 January 25,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE*11-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mitek®connectors.has design s based only upon parameters shown,ands for an individual building component.not a truss system.Before use.the bulding designer must verify the apptcab ty of design parameters and properly incorporate the design into the overal building design. Bracing indicated s to prevent buckfing of individual truss web and/or chord members only.Additional temporary and permanent bracing M?ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIII Quamly Cdleda,DS6-89 and BCSI Bolding Component 7777 Greenback Lane /TP 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 R46397399 PL16-32_UPPER F10 Floor 6 1 _,lob Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jan 25 06:53:43 2016 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-RjkZblvMb?17rQ9EhYwZPRyWeDv01OFDtkkuStzrse6 1 0-5-4 1 2-6-0 I 1 1.5x3 I I 2 4x4= 31.5x3 I I Scale=1:11.3 // 5 4x4= 3x4= ¢¢1 3-2-4 I Q.1 3-0-12 Plate Offsets(X,Y)-- IS:Ed0e,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 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(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. ��\� �cNG�NEF9 /029 cc 870 2PE r" N <V yCC\Aj, OREG N tis()to_ 'AO AMBER 1' ' OS A. HEV1/4 EXPIRES: 06/30/2017 January 25,2016 1 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE*11-7473 rev.10413/2015 BEFORE USE 1111 Design voGd 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 appficabBty of design parameters and property incorporate the design into the overal bulding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stablity and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSI/fP11 Quality Cr Reda,DSS-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suras Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46397400 PL16.32 UPPER F11 Floor 33 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jan 25 06:53:44 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-wvlxoev?MJQzSakOEFRoyeUhDcBT1 mXN6OUR_Jzrse5 I 1-11-4 I 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 ,VZ e. 0 rb 1 10 e 9 Big 3x5= 4x8 = 3x8= 3x5= 0,118 1411-4 I 0-1-8 149-12 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 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 OF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1369/0,3-4=-1369/0,4-5=-1452/0,5-6=1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=1072/0,6-9=0/622,2-10=0/725,2-11=945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. \(PED PR OFFS CV,5 �NGINE�cR d/02-9 87022PE tP (Nr -7 '0), OREG•N tis OtN 'AO IyBER '‘.\OS A. HE�NP EXPIRES:06/30/2017 January 25,2016 I I A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MTV(REFERANCE PAGE M1I7473 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 buiding component.not a truss system.Before use,the building designer must verify the appricab6ty of design parameters and properly incorporate the design into the overal building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stablty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-89 and ICS!Bolding 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 R46397401 PL16-32_UPPER F12 Floor 24 1 Job Reference(optionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jan 25 06:53:44 2016 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-wvlxoev?MJQzSakQEFRoyeUhMcD71 nfN6OUR_Jzrse5 I 0-10-0 I I 2-6-0 1 Scale=1:19.7 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 I I 1 4x4 = 2 3 4 5 6 e e o- • 0 � 05 100 9 8 7 4x5= 3x5= 1.5x3 11 3x4 = I 11-4-0 I 11-4-0 Plate Offsets(X,Y)- f1:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=493/0-4-0,7=493/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-501/0,1-2=-309/0,2-3=-309/0,3-4=-927/0,4-5=927/0 BOT CHORD 8-9=0/795,7-8=0/656 WEBS 5-7=-766/0,5-8=0/315,3-9=-567/0,1-9=0/584 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. O PROPP, v\GI NEER s 87022PE c-- 1 N OREGON vtv 9C AMBER OSA HE'et EXPIRES:06/30/2017 January 25,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE P41-7473 rev.1 010 312 0 1 5 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 overal ;� building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPlt Quality Criteria,DSB-89 and ICSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46397402 PL16-32 UPPER F13 FLOOR GIRDER 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Jan 25 06:53:45 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-O6sJOzwd7cYg4kJcozz1 Vs1 sJOU8m5h WL2D?Xlzrse4 1 1-2-12 I 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 I I 1 2 3 4 5 6 7 8 9 .iti e e = eN.— . o NS--V' -./ 0 e e a d e y e .4`x�J 13 12 11 5x8 = 6x16 = 3x5= 4x10= 4x6= I 14-11-4 I 1411-4 Plate Offsets(Xy)— f1:Edae,0-1-81,110:Edge,0-1-81,f14:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:80 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=1285/0-5-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2457/0,3-4=2458/0,4-5=-2473/0,5-6=-2473/0,6-7=-1673/0,7-8=1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=-1222/0,8-11=0/920,6-11=-638/0,6-12=0/393,3-13=-967/0,2-13=0/1745,2-14=-1646/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-14=-8,1-9=80 ConcenVerY3o825(F)ads ) \���c,�NGPNE�.`> �� -9 870 2PE cv y N�Aj OREGO /c5 O[t/� 'AOr, AMBER 1,` OS A. H - EXPIRES: 06/30/2017 January 25,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. �ilf Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated k to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` ek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,defvery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 I Job Truss Truss Type Qty Ply POLYGON R46397403 PL16-32_UPPER F14 FLOOR GIRDER 3 1 _Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Jan 25 06:53:45 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-O6sJOzwd7cYg4kJcozzl Vs1 p7OWN mBnWL2D?Xlzrse4 I 1-8-4 I 2-6r0 I Scale=1:25.4 3x4 II 4x8= 1.5x3 II 3x4= 1.5x3 I I 4x8= 3x4 I I 1 12 2 13 14 3 15 4 16 5 17 6 18 7 e e e oe 0 e5 o 0 10 e 9 e 3 ' 4x6= 4x10 = 4x8= 4x6= I 1411-4 I 14-11-4 Plate Offsets(X,Y)— 11:Edoe,0-1-81,1B:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl 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 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=868/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=1756/0,13-14=1756/0,3-14=1756/0,3-15=-1756/0,4-15=-1756/0,4-16=1867/0,5-16=1867/0, 5-17=1867/0,6-17=-1867/0 BOT CHORD 10-11=0/919,9-10=0/2040,8-9=0/1245 WEBS 6-8=1444/0,6-9=0/725,4-10=331/0,3-10=308/0,2-10=0/978,2-11=1206/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,95 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,89 lb down at 8-8-8,and 89 lb down at 10-3-11,and 89 lb down at 11-10-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Concentrated 8-11=-5, pads Ib)7—so G,r\F,�'`E G FN�FFSsi 0A 1-,q o Vert:6=89(F)4=89(F)12=-95(F)13=-95(F)14=-129(F)15=-89(F)16=-89(F)17=-89(F)18=-129(F) ,� 2 "9 87022PE f N N y �Aj, OREG N elAli 9C AMBER 11 OS A. HE9' EXPIRES:06/30/2017 January 25,2016 I A WARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 661-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekSS connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated u to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` ek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1/f1.11 Quality Criteria,DSB-89 and BCSI Bulding Component Safety Informotlon 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 R46397404 PL16-32_UPPER F15 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Jan 25 06:53:46 2016 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-slQiDJxFuwghiuuoMgUG13Z1 tQu3Vj9fZizY3Czrse3 1-5-12 1 2-6-0 Scale=1:17.6 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 —/ - cc; eb s e 3 .° 8 73x5= 3x4 = 3x4= 011 9-4-4 0.1 9-2-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:46 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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. /94IN4 \-Yr- U) 870 2PE r N rV 711‘A), OREG N �oOtN 9O AMBER \'` Or, A. HECI` EXPIRES:06/30/2017 January 25,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design 6 based only upon parameters shown,and is for an individual building component,not t` 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 MiTele 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 ANSI5PI1 Qualify Crtierla,DSB-89 and BCSI Bolding 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 t Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Propert 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-insixteenths p y /4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. g 1 ry r�� Dimensions are in ft-in-sixteenths. inkApply 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. MIIISIFINIIIIIIIMISIIIMIIII 2. Truss bracing must be designed by an engineer.For Q-1/1 6' wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 11111prip p bracing should be considered. Oz 3. Never exceed the design loading shown and never �—� stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-: '-7 6 designer,erection supervisor,property owner and plates 0-1/14' 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. Unleshallss n ttherwise noted,ex exceed 19%attimmoisture eof fabrication. PRODUCT PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC E$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,ESR1352,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 14.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 101 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. ■=� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. __R, 18.Use of green or treated lumber may pose unacceptable ►—. _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI 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 Te k is not sufficient. DSB-89: Design Standard for Bracing. m a as BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: NRT 5 PLEX 201-205 RECEIVED ROOF DESIGN INFO FEB 1 b 2016 CITY OF TIGARD BUILDING DIVISION 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: K1690948 thru K1691028 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��,EO PRoii6, N� GINEfi9 © � 2'9 4c 89200PE r OREGON �[v� AY 14 2a P} is:/}e January 29,2016 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 ANSI/TPI 1. OFFICE COPY This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-129) 121 1-9=(-48) 53 2-4=(-162) 155 BC: 2x6 KDDF #1aSTR SPACED 29.0" O.C. 2-3=( -15) 7 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 45.0 PSF 0'- 0.0" -33/ 336V -96/ 93H 5.50" 0.54 KDDF ( 625) 9'- 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 IC OND. 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/290 BOTTOM CHORD CHECKED FOR 1OPSF 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" 3-08-09 0-03-12 T 1 T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 I7 Wind: 140 mph, h=20.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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. E 4410 res 0 0 rn in oI o I 11110M01 q 0 M-3x9 M-3x8 y +7098 y y 3-08-09 0-03-12 l 1 _ 9-00 rkt.(., D PROF1s, 'GiNEc9 ��29200P 44, �r JOB NAME : NRT 5 PLEX 201-205 - AGIRD Scale: 0.5205 �:� J► WARNINGS: GENERAL NOTES, Old...019.080.noI.d. • � ��OREGVN C(/� 1.Builder and erection contractor should M advised o1 ail General Notes 1.ThMI.design Is bawd only upon the parameters shown end Is for an individual Y4 Truss: AGIRD and Warnings Mb*.anetNaon commences. building component.AppuablRy of design parameters and prop., L. V��^t 2.204 compression web bracing must M installed where shown•. Inceryaatlon of componentcomponentla int rsaresponsibility oIIM buildingbuilding Wegner. /� I l O 3.Additional temporary*ICOR b bare Mobility duringduringconstructionconstruction2.Design assumes the by and bottom chords to M laterally braced et Zoo and et 101 o.d.respad.•ly unless braced throughout mak length by *Me responsibility of Me erector.Additional permanent oradng of "7[^� 1 DATE: 1/28/2016 thea.rail Mudun MIMn mini lint MYdng d• continuous sheathing such as plywood shasth ng TC)ando dywstl(BC/ R RIl apo lity o sane 3.2a Impact bridging or mere!brecng required were shown•• SEQ. : K 16 9 0 9 9 8 4.No bad should M applied to any component until eller ail orating and 0.Retaliation of truss*be responsibility of the respective conb•do, fasteners are complete and el no time Mould any bads greater than 5.Deign mmumes busses are to be used In a non-corroW.environment, TRANS ID• LINK design bads ba plWdtoany component. .nd.rerordyandnlon orues. 5.CompuTrus Ms no control over and assumes no responAbillty for 1M e.M stcegµ•••unh••full b•enrp at ell supports Mown.Shim or*edge R [T EXPIRES: 12/31/2017 fabrication,handling,shipment and Thin bstalN6on of components. 7.Design mums edequ•t•drainage hi provided. January 29,2016 6. design Is brnlshWWI ed the YmINIbn•set forth by B.Plates snail M located on both feces of truss.and placed so IOW center TPIANfCA M SCSI,ceple•of which will M funYWd upon request. Ines coincide with lois center Me•. B.Dips indicate We of plate In inches MITek USA,InciCompuTrus Software 7.6.7(1L)-E to.For basic connector pale design values we ESR-1311.ESR-19B6(MRaa) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-06-00 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF P16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-765) 175 1- 5=(-89) 462 5- 2=( 0) 166 BC: 2x6 KDDF ft1&BTR 2- 3=(-962) 164 5- 6=(-79) 458 5- 3=(-35) 46 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-765) 175 6- 4=(-72) 462 3- 6=( 0) 160 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 30.0)= 105.0 PLF 9'- 0.0" TO 6'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 6'- 6.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC SNIF 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: 2x9 BRACING AT 24"OC UON. FOR 10'- 6.0" -129/ 709V 0/ OH 5.50" 1.13 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 40.0)= 140.0 LBS @ 4'- 0.0" TC CONC LL( 100.0)+DL( 40.0)= 140.0 LBS @ 6'- 6.0" 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. •• For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL-L/360, TL=L/240 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.008" @ 4'- 0.0" Allowed = 0.319" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.068" @ 8'- 2.6" Allowed = 0.492" MAX HORIZ. LL DEFL = 0.002" @ 10'- 0.5" MAX HORIZ. TL DEFL = 0.004" @ 10'- 0.5" 3-11-11 2-06-10 3-11-11 Design conforms to main windforce-resisting �140N 41410# system and components and cladding criteria. 12 M-9x6 M-5x6 12 Wind: 140 mph, h=21.2ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, 12.00 N12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads �D e� in the plane of the truss only. M 00 IIIIL '-�((rn o IF= j =�I to I 1.. 5 6 .. 4 I O O M-3x4 M-3x4 M-1.5x3 M-3x4 l l 1 l 3-10-04 2-11-04 3-08-08 _ y 10-06 y ���ED PR OFess �4 NGINEF9 /029 89200PE. r' JOB NAME : NRT 5 PLEX 201-205 - AH1 • Scale: 0.4916 © •��'" WARNINGS: GENERAL Os Ab, unless u olh•e iseAm noted'. 4. 4,O •w' �4, I.Builder and eredbn contractor Would be advised or all General Notes I.This tl.Ngn M bawd only upon Iha Ammeters shown end b ler en individual 'Y Truss: AH1 and Warnings baron conetruclbn commend.. building component.Applicability of design parameters end proper �� 2�� �� 14 2.lo4 compreUan web bracing must b•tnwUsd where shown.. Incorporation of component b ms responsibility of the building designer. /O 3.Additional temporary bracing to insure stability during amhr iron 2.Design swum..the top and bottom 5.echob,0 D•, gh Owed N NIM responsibility of the minor.Additional permanent booing of 2'c.c.anti al 1 g o c.resaCNely unless Dread throughout their length by DATE: 1/28/2016 m•o0•ng anndar•lath.responsibility of the build designer. continuous'Nothing or.:.,uch a plywood reqWeatuired where s and/or•drywall(BC). FR R �� ng 3 a Impea Drtipng or talent bracing r.quk.a Nwwn.. SEQ.: K 16 9 0 9 4 9 4.Na bed should be ripped to any component untA alter all bracing and 4 Installation of Imes A the r.•ponebhify or the respective contractor. fastener.are complete and al no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design beds be limitedbany component. end ere for"dry condMlon'oluse. limited 5.CompuTms has no control over end assumes no responsibility for the B.Designnecessatones lull bearing Nail support.shown.Shim or watlg.if EXPIRES: 12/31/2017 fabrbatbn,handkq,ehipnent end bmiAtion of components. 7.Design swumes adequate dnlnege b provided. January 29,2016 6 This design Is furnished stilled to the limitations set NEM by S.Pales WWI be located on both feces of trues,end placed w their anter TPIIWTCA In 81St.copies of which WI be famished upon request. fines coincide with joint anter Use. B.Digits Indata.be of plate in Inches. MITek USA,InciCompuTN.Software 7.6.7(1 L)-E 10.For basic conador plate design values see ESR-1311.ESR-1063(MfTek) r , This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-77) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 45.0 PSF 0'- 0.0" -34/ 310V -32/ 99H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -82/ 76V 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" 1 f MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.7" Allowed = 0.147" MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" 12 MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 12.00 Pr MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria. 0 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, Truss designed for wind loads in the plane of the truss only. 0 I N f I FAIIIANIIMIIIIIIIIMIIIIIMIIIIIIIIIMIMIIIO M-3x9 y .. y 1-00 9-00 'PROVIDE FULL BEARING;Jts:2,3,4 I �t�NG P EF4J./� wS' 29 �' 89200PE f JOB NAME : NRT 5 PLEX 201-205 - AJ1 Scale: 0.6558 r'' /--•'. . WARNINGS: GENERAL NOTES, uHe.olhenwbenoted'. • , OREGON I.Builder and.radion contntlor should be.dvbsd of all General Notes 1.Thio design b bawd only upon the parameters shown and le for an Individual Truss: AJ1 and Warnings before construction commences. twirling component.Appticebiy of design parameters and proper L I` 2.Sia compression web bracing must be installed when shown r. incorporation of component Is me responsibility of the building destgner. /Q '9 14 2°\ P+ 3.Additional temporary bracing to Insure stability during corwlrudlon 2.Design assumes IM by and bottom Mads to he laterally brand al _ • b IM nsponWdtly of the.odor.Additional permanent bracing of -o-and at I G o.c.re silt..pa unless braced throughout Meir length by DATE: 1/28/2016 the overall Rrudun b IM responsibility of the wtldng designer. continuous Y'eetMrp such es plywood tlesmirg(TC)andor dwindle). FR R I�� 3.2r Impad bridging or lateral bracing required Where shown•• SEQ. : K 16 9 0 9 5 0 4.No bad should In spptled to any marooned MI alar all bracing and 4.Installation of buss le the responsibility or the respecllve contractor. fasteners are complete and el no time should any bads greater than 5.Dales assumes Iru....ale to be used In•non-corrosive environment, TRANS I D• LINK design beds be applied to any component. and are for condition.arae.. • 5.CompuTnrs has no control over and mums no responsibility for the 6.Muss assumes full beefing al all supports Mown.Shire or wedge If EXPIRES: 12/31/2017 fabrication,handing.shipment and lnWlbtion of components. 7.Design assumes adequate drainage b provided. 6. January 29,2016 This design is furnished sed b the limitations set forth by 8.Plates abe located on both faces of buss,and placed so center TPIMTCA In BCS',capss of which will be lumteMd upon request. lines coincide with Iolyd center lines. S.DIM Indicate size of plate In Inches. MiTek USA,Inc./COmpuTrus Software 7.6.7(IL)-E t0.For Mc lc eonneda plate daSgn vane.sea ESR-1311,ESR-tole(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-4=(0) 0 BC: 2x9 KDDF R16BTR SPACED 24.0" O.C. 2-3=(-120) 103 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -34/ 353V -61/ 161H 5.50" 0.57 KDDF ( 625) 3'- 9.2" 0/ 51V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -80/ 123V 0/ OH 1.50" 0.20 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/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 = 0.061" @ 2'- 5.3" Allowed = 0.336" 1' 1' MAX TC PANEL TL DEFL = 0.057" @ 2'- 5.3" Allowed = 0.503" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 12 12.00 �) (� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. v I M f O 0 M-3x9 1 •• 1 l l 1-00 9-00 'PROVIDE FULL BEARING;Jts:2,9,3 ��EO PR0Fe0 �� 0NGIN� / , F9 °29f� 89200PE JOB NAME : NRT 5 PLEX 201-205 - AJ2 Scale: 0.5501 a voll I.W5,4 OB: O.This GENERAL NOTES, unless tie.metenoted: ",� _OREGON �10 1.BUNhr end erection contratlw Noub be•MMd of ell General Nab• I.This design b based only upon Sr.tla perimeters Mown•M b for en FhdWltlusltx Truss: AJ2 and whming*been construction commences. building component.Appdnblpy of design perametea end proper +� 2 244 cornpr.Won web btecing mix*be hslaIed whet•shown.. hcorpontlon of component b In.re.penYdtily of the building a.lgn•r. /O " Y 'I4 2O.(�A-,'- 7.Additional bmpeary bncMg to Ineue atab•ry during construction I.Design assumes the lop end bottom chord.to be btmry band el V - bthe responsibility of M•.neon.600515nal permanent baring of r o.c.end el t0 o c.respectively unless braced throughout mar length by DATE: 1/28/2016 the overall structure Is the respurabley of the building designer. continuous.heatMor late t b bracing re dualeneewhere ,own•r tlrywati(BC). ER R I Ir� J.Di Impact bridging or lateral beeing required when.hewn.. SEQ. : K 16 9 0 9 51 4 No bed shooed be applied b any component until after eat bracing end 4.11nnstalledon.uallows .he are ele abbe ue•rye f.e r.spectiive contractor fasteners ere complete end et no time ehould any loads greeter then g design loads be applied to any component. end ere for'dry condition'of use. TRANS ID: LINK s.compeTro.he.necontrol ev.rend washes nor.epenebnyfor the 8.Deleon assumes ci:beering et at:.upporfe drown,Shill or wedge If EXPIRES: 12/31/2017 moeseery. fehrlart made bndln%, n,h. shipmentend Installation of components. 7.Design sssumssaequete drainage ge provided. January 29,2016 a.int•design I.NrMehed WNW to the Nmaatlons set forth by 8.Plates shell be located on both feces of truss.end plead so their anter TPINVTCA In BCS',copies of which will be furnished upon request. Anes coincide with)o M center:hes. P Digits Mdlale axe of Mete In Inches. MITek USA,Ino./COmpoToa.Software 7.6.7(1L)-E 10.For bask connector pate deign values se.E5R-1 311.ESR-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF X13BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) 0 BC: 2x4 KDDF NISBTR SPACED 24.0" 0.C. 2-3=1-256) 110 3-4=(-103) 0 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 14.7" TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 326V -72/ 220H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 51y 0/ OH 5.50" 0.08 KDDF ( 625) 3'- 11.7" -214/ 280V 0/ OH 1.50" 0.36 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 = -0.002" 0 -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.100" 4 -/ MAX LL DEFL = -0.006" @ 5'- 2.7" Allowed = 0.082" MAX TL CREEP DEFL = -0.008" @ 5'- 2.7" Allowed = 0.122" MAX TC PANEL LL DEFL = -0.026" @ 2'- 3.8" Allowed = 0.336" MAX TC PANEL TL DEFL = -0.029" @ 2'- 3.8" Allowed = 0.503" MAX HORIZ. LL DEFL = -0.003" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.003" @ 3'- 10.9" 12.00 V 3 6Design conforms to main windforce-resisting � system and components and cladding criteria. Wind: 140 mph, h=21.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, i End vertical(s) are exposed to wind, o Truss designed for wind loads iin the plane of the truss only. r1 0 I ��u o -/ 0 M-3x4 1-00 4-00 1-02-11 PROVIDE FULL BEARING;Jts:2,5,3 I \�. (' la • • , 61/. ...k-..._--.4 ',7_- 89200PE f' JOB NAME : NRT 5 PLEX 201-205 - AJ3 / Scale: 0.4828 � �� / WARNINGS: GENERAL NOTES, union e91.ssntee: -yaL ,OREGON �l i 1.Builder and erection wMrador should be advrtl of.II General Note• 1.ThY d..lpn b based only upon h.parameters shown and I.for an individual Truss: AJ3 and Nhmbp•b.bre conrnxtlon commences. building component.Apptl4blly of design parameters and proper 2.2 4 compression web bracing must de Nwlod where shown e. incorporation of component I•he r..pansidtlly of to building designer n O��1. 3.Additional temporary bracing to insure stability during construction 2.Design assumes c top and bottom donde b d laterally br.ud.1 +O '4 L T la IM raaponldMy of the sudor.Additional permanwl bracing of 2 net.end at 10 c.c..4th..plywood ly unless br cad throughout their length by DATE: 1/28/2016 e..overall structure r the responsibility or the building designer. 20 Impact u.NutMnr latera e•p ing,.sired her s and/of drywelNec>. FR R I LA- lemurs In Impede DMprg or lateral bnc.g requited where iInco•. S EQ. K16909rJ2 4.No lowsshould e�be applied to any component ung.neralbeengend 4.Ineall.ilonofbussues are to ofthe ra.pecbo.contractor. hsim.n us cemplw and.1 n Sm.should any bed.greater than 5.Design assumes(tune.at.to de used In•non-corrosive environment. TRANS I D: LINK design loads be applied to any component mid are ro an conditionof sada 5.Compurru•h..nooon90lov.,.ntl.•aum..sore.ponaautyrorth. s.O�.Mug must..full bearing 1 ng.1..uppad.shown 051st o,wadg It EXPIRES: 12/31/2017 abrlo.tion.h.ndbg,.hlpm.M and Jubilation of components. 7.Design .urm»adequate drainage la provided. 8to mJanuary 29,2016 F .Th6 design Is furnished subject .Iw ntlon.se forth by 8.Plate..Jul b.located on both face.al buss,and placed w their center TPI,WTCA In SCSI,copt.s of which will be MnYsiwd upon nque.. sins coincide with Joint center 8n... 9.Digit.Indicate all.of plate In Wines. MITek USA,InciCompuTfut Software 7.6.7(1 L)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 15-01-19 GIRDER SUPPORTING 20-11-00 FROM 9-07-08 TO 15-01-19 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-9528) 678 7- 8=(-2092) 2498 7- 1=(-4724) 672 10- 9=( -394) 2624 BC: 2x8 KDDF #16BTR 2- 3=(-3489) 606 8- 9=( -616) 3848 1- 8=) -400) 3426 4-11=(-9906) 728 WEBS: 2x9 KDDF #1&BTR; LOADING 3- 4=(-2132) 464 9-10=(-1150) 3902 8- 2=( -236) 1792 11- 5=( -134) 60 2x6 KDDF #16BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=( -340) 342 10-11=(-1150) 3402 2- 9=(-1644) 290 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 1.9" V 5- 6=( -22) 22 3- 9=( -364) 2374 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 9'- 7.5" V 9- 4=( -786) 1946 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL) 209.2)= 945.6 PLF 9'- 7.5" TO 15'- 1.9" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 2353.0 LBS @ 3'- 7.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN @@ADDL: BC CONC LL+DL= 2139.0 LBS @ 13'- 6.0" 0'- 0.0" -669/ 4808V -2273/ 2273H 5.50" 7.69 KDDF ( 625) 15'- 1.9" -1068/ 6800V -2273/ 2273H 5.50" 10.88 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP II-- 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. p,.OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 "" For hanger specs. - See approved plans MAX LL DEFL = 0.019" @ 10'- 10.9" Allowed = 0.475" MAX TL CREEP DEFL = -0.056" @ 10'- 10.9" Allowed = 0.712" 6-09-19 8-09 MAX HORIZ. LL DEFL = -0.007" @ 0'- 2.8" T 1' '( MAX HORIZ. TL DEFL = -0.012" @ 0'- 2.8" 3-09-09 3-00-10 4-01 3-11-09 0-03-12 1' f 1' 1 1 1 OND. 3: 150.00 PLF SEISMIC LOAD. 12 M-5x6 M-4x8 M-1.5x3 Design conforms to main windforce-resisting 12.00 P7 3 4 5 6 system and components and cladding criteria. 40yf.� tWnd42TLOL0, ASCE710i •In0cb @@,HANGER BY OTL AD(S)EQUALLY M-:i4I1dIIi I® Y W 7- B 9 30 ^*11 M-3x4 M-6x10 M-3x8 M-3x10 M-6x10 l *23536 y y +21344 y 3-05-12 3-05-19 3-11-04 9-03 , ,t) PROPe. . y y ANG I N SFR /0 15-01-14 .144 `� 89200PEy9� JOB NAME : NRT 5 PLEX 201-205 - BGIRD Scale: 0.2785 ��f/� }_. WARNINGS: GENERAL NOTES, unlessotheAlse noted: OREGON �PP "�. I.Builder and erection contractor should be advised of et General Notes 1.This design I.herd only upon the premolars shown end is for en mdiviwel A C Truss: BGIRD and Wambgs before conrmctloe commences. building component Applicability of design parameters end proper G "7 420N� �� 2.T,t4 compression web brecbp must be installed where shown.. Incorporation of component is me responsibility of the building designer. • ') '7 b' 1 3.Additional temporary bracing b insure stability doing construction 2 Design mistimes the lop and bottom cholla to be laleralty braced at C./ A... b IM roepoalNNty of me erector.Additional permanent bracing of 2 o.c.and at IS o.c.roepecbvety unless braced throughout Mair length by - `_ continate.dgr such aeplywood• ee0 aryww(91) ERRi�`"DATE: 1/28/2016 m•overallaructure la the responsibility of mebuangdeslgnec 3.atisped bridging or lateral bracing required whereomnwn.. SEQ. : K 16 9 0 95 9 4.No load should be applied to any component until after ell bracing and 4.Inat.iiet on or bur Is the responsibility of the rrpecthe conlrauor. NPanera are compete end at no time ehorki any loads greeter than 6.Design rwmes trusses are to be used In a non-corrosNa environment, design loads be.Pl+iea to any oompor04 end are for"dry condition"of use. TRANS I D: LINK 6.Design assumes full bowing at all supports shown.Shim or wedge if A ComWTmshasn control over and assumes noresponsiwuyfortn. rar.ry. EXPIRES: 17/3112017 fabrication,handling,shipment end installation of components. 7..Design erumes adequate drainage 4 prodded. January 29,2016 6.This design le furnished subject to the limitation.set brih by 8.Plates shah be located on both faces of Imes,and paced r their anter TPIIWTCA In 8151.copies of which MIN be furnished upon request. lines coincide with Joint center(Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector pate design values re EBR-1311,ESR-7888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-63) 56 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" D.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -18/ 105V -24/ 53H 5.50" 0.17 KDDF ( 625) TOTAL LOAD= 45.0 PSF 1'- 9.2" 0/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -47/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1-11-11 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL T (REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL= 0.004" @ 1'- 2.9" Allowed = 0.147" 12.00 MAX TC PANEL TL DEFL= 0.003" @ 1'- 2.9" Allowed = 0.220" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, RICE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duratioofactor=l.6, /111/tiriaz=MIMINIrla End verticas) areexposedtowind,Truss designed for wind loads in the plane of the truss only. c 0 clq I a 1��� 3 P I M-3x4 l y 2-00 kROVIDE FULL BEARING;Jts:1,3,2 1 � EI3 P R OFess • 89200PE JOB NAME : NRT 5 PLEX 201-205 - ASJ1 Scale: 0.7450 .�edilOP _ WARNINGS:.Builder O.This AL esign b NOTES, unreel otherwise p notedmete 7/ OREGON <(j SW CC t.Builder and erection contractor Mould be advised of all General Notes 1 Thle design N bard only upon the perimeters Mown and b bran individual Truss: ASJ1 and Mudge before construction commences. building component.Applicability of design parameters and proper • ` 2.2x4 comprerlon web bracing must be installed where Mown+. incorporation of component Is the responsiGNty of the building designer. iA q y 14 !1 O' 4 3.Additional temporarybncMg a lana stability during construction 2.Design mums IM top and bottom chords a be laterally bread at 4 �A A IM raeponsidlNy of Ms.redo(.Additional permanent bracing of 2 o.c.end at 10 on.respeasaly unless braced throughout Mab length by T- DATE: 1/28/2016 the overall structure t the responsibility of butid tie colep t MgstHrp lateral bacwgreMae where hownrtlrywell(BC). " RR.I�� lapo lily o rp elgar. 3.2a Impact bridging or lateral bracing required wMrs lahown++ SEQ. : K1690955 4.No Ned should be appflad to any component unit after aN Racing and 4.Indelletion llyofthe respective claver tor. fulmars are complete and al no time Mould any bads greater than 4.D9 assomssstosi usednonco design bads be applied b any component. and era for"dry condition"dud TRANS I D: LINKshall 5.CompuTNa has no control over and assumes no responsibility for IM aJanus 29,2016 6.Design mum.full beefing at all supports shown.Shim or wedge II EXPIRES: 12/31/2017 fabrication,handig,shipment and installation of components. 7.Design assumes adequate drainage A prodded. B.This design is(wished eubjed to Me ilmla6ons rt forts aates by .Pall ba butted on both lads of trues,and placed so their center r TPVWTCA In SCSI,copies of which will be furnished upon request. tins coincide with joint anter lines. 9.Digits Indicate sae of pate M Inches. MITA USA,Inc./CompoTrua Software 7.6.7(1 L)-E 70.For basic connector plate design values sea ESR-1311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2- 8=(-103) 1115 8- 3=(-110) 971 10- 7=(-115) 852 2x6 KDDF #16BTR T2 SPACED 24.0" O.C. 2- 3=(-1734) 132 8- 9=(-140) 1331 8- 9=(-307) 185 7-11=(-627) 125 BC: 2x6 KDDF #160TR 3- 4=(-1116) 102 9-10=(-109) 584 4- 9=(-235) 124 WEBS: 2x9 KDDF STAND; LOADING 4- 5=(-1303) 124 10-11=( -36) 95 9- 5=( -76) 852 2x4 KDDF #16BTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 6- 7=( -775) 92 5- 6=(-670) 98 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6-10=(-637) 127 TOTAL LOAD = 45.0 PSF TC LATERAL SUPPORT 24"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. GON. 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 29"OC UON. FOR ADDL: TC CONC LL+DL= 93.3 LBS @ 2'- 8.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 733.0 LBS @ 3'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I OVERHANGS: 12.0" 0.0" 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 LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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" *0 For hanger specs. - See approved il10-10-05 IMAX HORIZ. TL DEFL = 0.045" @ 13'- 3.2" T L 1U7�� 11apj I 2-05-09 Design conforms to main windforce-resisting system and components and cladding criteria. 2-07-11 4-03 3-10-09 2-08-12 +93.304 . 'i i' Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), 12 load duration factor , Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 10.56' _3x9 12.00 End vertical(s) are exposed to wind, 3 M-3x9 M-3x9 Truss designed for wind loads ro 4 ,$ -vo, in the plane of the truss only. �� T2 1 o M-3x4 6 NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. A ro THE DESIGN SHALL BE REVIEWED AND APPROVED BY / PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER o FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. o I( _,............„,....„.........„.„..... .---.CIA ...........„..„. .+ vy t % Y- �__ _ _ 11 -/-/ o YYY---- �`' 8 9 10 r, M-3x4 =M-6x6 M-5x6 M-5x6 M-3x6 N O 12 - ♦733# y l y y y 2-06-04 4-07-15 3-10-09 1-11-12 0-05-08 <<' 061 PR�FE061 y c GINE / 11-001 13-06 J.\ �N E9 O2-r_.... '-c :9200PE JOB NAME : NRT 5 PLEX 201-205 - BH1 Scale: 0.3613 NOW 4.1/'� Ct. WARNINGS: GENERAL NOTES, unless othnwl"noted. = ,,,_OREGONb^P.�.� �� 1.Braider and erection centrector should be advised or all General Notes 1.Tills design is bard only upon the Remmers shown and is for an Inavidual 4/O-Y,q y 14 2�.� Truss: BH 1 and wemings before construction commences. boperimetersIng component.Applicability of design perimetersand proper 2.261 wmpraaelon web bracing must be installed when shown+. Incorporation of componenth the reaponsidlty el Me building dastpnar. - 3.Additional temporary bracing b Imus stabIMy durNg construction 2.Design assumes the top and bottom chords to M eenity braved at li RIO- 7 h the neponelbiRy of Ms mote,.AtldHenol permanent breding of Nplywood o.c.and at 1 G o.e.reepectbly unto"braced throughout Mair length by continuous aathlng such es psheathing(TC)end/or dywall(BC). DATE: 1/28/2016 the overall structure le the reapomlbtitiy crime building deeper. 3.2e lobed bridging or later&bracing required where mown 0• S E 1416 9 0 9 5 6 4.No bad should ba applied to any component until liar atrin dining and 4.InaWlatbn or b =erector. 4 the responsibility of the respectiv=erector.4" fastener.are complete al no lima should any bade greater than 5.Design assumes trusses ere to be used In a nen-corrosive environment. EXPIRES: 12/31/2017 dseign beds be espied to any component. and are for"dry condition"of use. TRANS ID: LINK 8.Design assumes full bearing etall supports sheen Shim orwedge if January 29,2016 5.CompuTrus Ms no control over and mums.no responsibility for IM necessary. fabrication,hendibg.shipment and Installation of components. 7.Design minas adequate drainage is provided. a.This design is furnished willed to the Nednatbns set Roth by 8.Plates shell be located on both has or truss.and plead co their center TPNNTCA 11 SCSI.miss of which will be furnished upon regusa. Inas coincide wRh joint anter lines. 9.Obits indicate slag of seta In Inches. MiTek USA,InciCompuTrue Software 7.6.7(IL)-E 10.For bask connector pals design values see ESR-1311,ESR-1868(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=( O) 84 2- 9=(-211) 420 9- 3=( -3) 303 8-12=(-553) 199 2x6 KDDF 1#1&BTR T2 SPACED 24.0" O.C. 2- 3=(-705) 182 9-10=(-296) 825 9- 5=(-478) 109 BC: 2x9 KDDF #168TR 3- 4=( 0) 0 10-11=(-183) 467 5-10=(-131) 124 WEBS: 2x4 KDDF STAND; LOADING 3- 5=(-421) 172 11-12=( -47) 79 10- 6=(-118) 427 2x9 KDDF 4•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 92 B DL ON BOTTOM CHORD= 10.0 PSF 7- 0=(-632) 188 7-11=(-406) 190 TOTAL LOAD= 45.0 PSF 11- 8=(-229) 707 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ____________-----__________________ _ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 798V -53/ 93H 5.50" 1.20 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 6.0" -101/ 586V 0/ OH 5.50" 0.39 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 12.0" 0.0" 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 = -0.002" @ -1'- 0.0" Allowed = 0.067" M-3x9 where shown; Jts:2,s 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. f MAX HORIZ. LL DEFL = -0.022" @ 13'- 3.2" .. For hanger specs. - see app>?6e§-19f)ans f1-05-07 2-11 3-10-09 2-08-12 MAX HORIZ. TL DEFL = 0.037" @ 13'- 3.2" 2-08-12 Design conforms to main windforce-resisting f system and components and cladding criteria. 12 4 Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 10.56" End vertical(s) are exposed to wind, Truss designed for wind loads p 5 6 in the plane of the truss only. 47p ^ � 1 `m O B yid NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. r. THE DESIGN SHALL BE REVIEWED AND APPROVED BY of PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER o FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL p APIIIIi1161111.1AlliGllil j NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. orue T iiii i2 �� 1 9 10 11 r9 o M-4x6 M-4x6 M-3x6 '" 1 0 1 13 p -/, l l l y l ����Q ".R�F fiss 1 2-06-04 4-07-15 3-10-09 2-05-04 ....\\\ 5 GINE yl-00l 13-06 l ,.C...". �N �� O�i ct' 89200PE r JOB NAME : NRT 5 PLEX 201-205 - BH2 a Scale: 0.3363 Cu WARNINGS: GENERAL NOTES: unless oth.rwbeml.d. 12- OREGON , TrussBH2 I.Builder and.radion contractor Noun design b Nramst be ednaed of all General Not.. 1.This d.alMrd onN upon .paera Num and is Kr an individual /��i91/' 1 4 2 O� # and Warnings before construdlan commences. building component.Applicability of design permute..and proper '- 2.2a4 conpra Won web bacmg must M installed where Mown• incorporation of mmpon.M b the re.punabllty of the building deeign.r. /^�[� !].A 3.Addbmal tmporary Macke to Insure stability duringconstructionconuction 2.Design aermea IM by and bottom chords b M islanlN baud.1 44`f"�R I�V V N IM responsibility of me Indo..Additional permanent bracing al Zoo end at I Cr Dace raspeclbely unless braced throughout IMIr length by DATE: 1/28/2016 ma overall Nudura is the respouc;Ry of the building continuo.rdssim orng etch a plywood Nn.d where shown.drywall(BC). ng a.slgrr. 3.2i Imped bridging or lateral bradrp required where Mown+. SEQ. : Ki6 9 0 9 5 7 L No Ned should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility MINI respective contractor. %stoners are compl.te and al no time should any beds greeter than 5.Design assumes busses the to M used in a non-mrrosbe environment, and are for"dry condkbn'ofuss. EXPIRES: 12/31/2017 TRANS ID: LINK design los applied to any component. ` wM e. 5.CompuTms has no control over and assumes no rasponstdtlly ler the Design mummy.arum.full Mwng el ail supporta shown.Shim or wedge If January 29,2016 fabrication.handling,shipment and Installation of components 7. ided. 0.This design S furnished rtes b the limitations aid forth by 8.Plates shall M locates or both*mimes adequate )fad of bunage N v.a,end pieced r their anter TPNVICA In SCSI,copies of which will be furnished upon requestA.coincide with hint center Imes. BnipaIndicate ,f plate MITek USA,InxiCompuTns Software 7.6.7(1L)-E 10 bath connector values re ESR-1311,ESR-1968(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF $laBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 7=( -95) 354 7- 3=( 0) 183 6-10=(-575) 213 BC: 2x4 KDDF N1&BTR SPACED 29.0" O.C. 2- 3=(-639) 173 7- 8=( -61) 352 7- 9=( -53) 56 WEBS: 2x9 KDDF STAND 3- 4=(-398) 229 8- 9=(-185) 432 4- 8=( -54) 153 LOADING 4- 5=(-569) 231 9-10=( -40) 58 8- 5=(-146) 199 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-370) 119 5- 9=(-460) 215 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 POP 9- 6=(-208) 599 TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 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" 0.92 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. COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. M-3x4 where shown; Jts:2,6-9,11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" " For hanger specs. - See 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" .r ,r . f f MAX TL CREEP DEFL = -0.022" @ 8'- 7.3" Allowed = 0.629" MAX TC PANEL LL DEFL = -0.052" @ 2'- 9.9" Allowed = 0.434" 12 12 12.00 V7 M-4x6 M-4x6 N 12.00 MAX HORIZ. LL DEFL = -0.009" @ 13'- 9.3" 3 MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" IIIIIIIIIII 4fA in I Windsen 0I o N ol •11 ANai 8 9 '0 O + y 5-02-04 )' 3-05 y 3-02-04 y 1-08-08 y ,`t�,'`E•� PRQfiFss.., i .• �co NG4NEk. /� 1-00 13-06 ��?. /is 89200PE t' JOB NAME : NRT 5 PLEX 201-205 - BH3 " '�`� Scale: 0.3493 174* 4,OREGON 4✓c WARNINGS: GENERAL NOTES, tulles.otherwisethe pe noted: 20 �� 1.Builder and erection contractor should be advised of ell General Notes 1.Tela design Is bard only upon the parameters Mown and is for an Individual */© 1.�. 14 T esu S S: BH3 end Wamegs before construction commences. building component.Applicability of design peremeters end proper r 2.204 compression web bracing mint be Installed where Mown+. Incorporation of component h the responsibility of the building designer. rh . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda m be laterally braced el 41 74 A 11".� h the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10.o.c.respectively°Mess braced throughout their length by DATE: 1/28/2016 me overall structure h the responsibility of me buildingdesigner. Zn sheathing such l diming plywood airedsheatwhere e s and/or drywsiKBC). Nrons YJ.20 loped brloplrg or littoral bncing rpulrad where ehewn++ SEQ.: K 16 9 0 9 5 8 4.No load should be epplied to any component until after all bracing end 4.Installation of truss A the responsibiltty of the respective contractor. C t /� fasteners are complete and elm time should any loads greeter men 5.Design assumes trusses are to be used In.non-conoslve environment. EXPIRES: i /�T1/Z L/1 TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of car. C • 5.CompuTrue has no control over and names no responsibility for the 6.Design animas full bearing et all supports shown.Shim or wedge If necessary. a January 29,2016 fabrication,handling,shipment end Inateletlon of components. 7.Design assumes adequate drainage h provided. B.This design Is furnished subject to the limitations eat form by S.Metes shell be located on both laces of trues,and placed r their anter TPIlWTCA In SCSI,copes of which will be furnished upon request lines coincide with joint center line. 9.Digits Mlpte she of plate In Inches. MITek USA,IDC./CompuTrus Software 7.6.7(1L)-E f0.For basic connector plate design vetoes see ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC I LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 84 2- 9=( -87) 357 9- 3=( 0) 183 BC: 2x9 KDDF g16BTR SPACED 24.0" O.C. 2- 3=(-634) 250 9-10=(-106) 352 9- 6=) -61) 64 WEBS: 2x4 KDDF STAND 3- 9=( 0) 0 10-11=(-225) 432 6-10=( -51) 153 LOADING 3- 6=(-348) 266 11-12=( -43) 61 10- 7=(-139) 142 TC LATERAL SUPPORT <= 12"0C. 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 POP 7- 8=(-370) 153 8-12=(-575) 258 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -132/ 752V -128/ 173H 5.50" 1.20 KDDF ( 625) OVERHANGS: 12.0" 0.0" 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.92 KDDF (1400) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • M-3x9 where shown; Jts:2,8-11,13 ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. '• For hanger specs. - See approved plans 0-02-10 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 ,y MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 6-07-11 0-02-10 4-07-11 2-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0. Allowed = 0.100" 1 'II 1 1 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 = 0.434" 1 1 If 1 1 1 MAX HORIZ. LL DEFL = -0.010" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" 5-04-10 12 45 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 V N12.00 M-4x6 M-4x6 Wind: 140 mph, h=22.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, on (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • 3 load duration factor=1.6, jr' End vertical(s) are exposed to wind, t•� � Truss designed for wind loads rn the plane of the truss only. M-5x6 it NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. ' e � THE DESIGN SHALL BE REVIEWED AND APPROVED BY ���7 PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER � FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL o NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. O 110 �' , N ut i /ai •+i+ ••• ••• ells 3 -/ -/ I�- 9 11 O I N O 7 /.-: l 5-02-04 1 3-05 l 3-02-04 ).• .1' \�'���GINEF•9 s/Q y l 1C�, -'S' 1-00 13-06 ¢- 89200PE r JOB NAME : NRT 5 PLEX 201-205 - BH4 - pr'..•' Scale: 0.2696 ofd^''�p ('�� /�� /.((,/Z'" WARNINGS: GENERAL NOTES, unless otherwise noted �/ �OflEl.O V �e �! I.Builder end erection contredar should be advised of all Gaster.'Nate. I.This design h bawd onte upon the parameters shown end h for en Individual `�� 1 n O ��. Truss: BH4 end Warnings before construction commenc.s. burning component.Applicability of design parameters and proper 7 6 2.7x1 compression a.b bracing must be installed where Mown a, Incorporation of component I.Me responsibility of me building designer. All)" ` 3.Additional temporary bracing to Insure Lability during construction 2.Design resume.the top and e.9botton chortl.to M laterally braced et R R.I s+� h the re.por.ldRy of the erector.Additional peSR.r.n bracing of 2 foss.end elf 0 o.e.aspect sly unless braced throughout their length by DATE: 1/28/2016 the overall structure A the responsibility GIN building designer. continuous is bridgieheatng orng sten l b acipitng requirede sheatwhere s own•r dryw.n(Bc). 3.7x Impact brbpirp or lateral bracing whara mown.. S E Ki6 9 0 9 5 9 4.Na bad should b•applied to any component until eller all braiding end a Installation of IN.la pw the renn.Nity of the reepedive contractor. 4 fasteners are complete end at no time should any beds greater than 5.Design assumes trusses ere to be used In a non-corrosive envlronmeN. v hP D C c ES design weds be epplaa w.sty component. end are for•dry condition"of use. EXPIRES:R : 12/31/2017 TRANS I D: LINK 8.Design assumes full bearing at all commits shown.Sam or wedge If 5.Compurrushas nocontrol over and assum enoreeponstbblyfor the necessary. January 29,2016 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage h provided. 6.This design is furnished subject to the limitations eel forth by 8.Plate..hall be located an both taws of Buss,end placed.o their center TPIWICA in BCSI,copies of whwh WM be furnished upon request, lines colnade with dant Center lines. 9.Nits indicate she of piste In 606... MITek USA.Inc.iCompalrus Software 7.6.7(IL)-E I o.For basic connector Gate design values see E5R-1317,ESR-1888(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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 99 2-9=(0) 0 BC: 2x9 KDDF 61SBTR SPACED 29.0" O.C. 2-3=(-88) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD= 45.0 PSF 0'- 0.0" -72/ 429V -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) 9'- 0.0" 0/ 39V 0/ 09 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. '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/240 MAX LL DE FL = -0.011" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.019" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.028" 2-11-12 MAX BC PANEL LL DEFL = 0.007" @ 1'- 10.6" Allowed = 0.159" MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.206" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" MAX NORIZ. TL DEFL = -0.000" @ 2'- 11.0" 8.00 77 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 1 ! ! WB All eights), Encosed, Cat.2, Exp. , MWFRS(Dir), oad uration truss only. N M S- 2110. 1-11 -/ M-3x9 b l l 1-06 4-00 (PROVIDE FULL BEARING;Jts:2,3,9 <� ,0 PROpe . NGIN �9 /0,29' :9200P r JOB NAME : NRT 5 PLEX 201-205 - BJ1 Scale: 0.6296 i 4141111. /}. WARNINGS: ,GENERAL isNOTES, unless upon ramenoted: �OR�GON e'l 1.Builder and erection contractor should be advised of all General Notes i.This design is based only upon the parameters shown and Is for Cr Individual w. Truss: BJ1 and Warnings before construction commenced building component Applicability of design parameters and proper N 2.2x4 compression web bracing must be Installed where shown+ Incorporation of component la the responsibility of the bWitlep tlastpner. /O }/ 2 0� 14 3.Additional temporary Miming to insure stability during construction 2.Design assumes the top arM bottom chords to be Ista h Mecetl al b le the responsibility of ms erector.AetlMonel permanent bracing at °a.est m ice o.c.respectNery unless braced throughout Meir length by DATE: 1/28/2016 the overall structure Is the responsibility of the budding designer. 3 continuous sheathing such i b plywood required a where s ondtor arywen(90)' - FR R.I�� impact bridging or lateral bracing re9ared where mown., • SEQ. : Ki6 9 0 9 6 0 4.No load should be applied to any component until eller ed bracing and 4.Installation'Strum is the responsibility of the respective contractor. fasteners era complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design isaac be applied to any component end are for dry ssnditisn'of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes lull bearing at MI supports shown.Shim or wedge If EXPIRES: 12/31/2017 cagssry. fabrication,handling.shipment and Installation of components. ,.Design assumes aded n drainage is provided. January 29,2016 B.This design is furnished subjectsubjecta the limitationslimitationswt forth by B.Plates shall be touted on bornthfaces onm.e,and'Assad so their comer TPIANICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. indlMITek USA,Inc./CompuTfus Software 7.6.7(1 L)-E to.For basic connectoshe rf p e diste esgn vat pie design values see ESR-1377,ESR-7888(MITek) r This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-108) 170 6-7=(-238) 651 1-6=(-156) 122 4-8=(-290) 153 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-757) 315 7-8=(-149) 549 6-2=(-929) 219 8-5=(-122) 650 WEBS: 2x4 KDDF STAND 3-4=(-658) 278 8-9=( -60) 80 2-7=(-270) 269 5-9=(-884) 238 LOADING 4-5=(-700) 197 3-7=(-235) 502 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 7-4=(-231) 189 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -148/ 948V -298/ 317H 5.50" 1.52 KDDF ( 625) 20'- 11.0" -145/ 935V 0/ OH 5.50" 1.50 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.018" @ 9'- 10.4" Allowed = 0.667" 9-08-10 11-02-06 l MAX BC PANEL TL DEFL = -0.157" @ 4'- 8.4" Allowed = 0.604" f f 1 4-09-01 4-11-09 5-05-07 5-08-15 MAX HORIZ. LL DEFL= 0.008" @ 20'- 9.2" 1 f .1 1 f MAX HORIZ. TL DEFL= 0.012" @ 20'- 9.2" 12 12 M-5x6 Q8.00 Design conforms to main windforce-resisting 12.00 3- system and components and cladding criteria. Wind: 140 mph, h=24.8ft, 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 M-3x4 in the plane of the truss only. 4 v M-3x9 11 2 r,. M-3x4 M-1.5x3 O F 0 I. 1- 111• AI y. 6** 7 8 **9 M-3x4 M-3x8 M-3x4 M-1.5x3 M-3x5(S) y l l 1 9-10-06 5-07-03 5-05-07 y y ��c O PR OFFS k 14-00 6-11 y c:.;•.. (c,. `i�G'NEF19 S/% 20-11irt- V ,,�89200PE f JOB NAME : NRT 5 PLEX 201-205 - Cl Scale: 0.2173 :,%iir, .::.• /}. WARNINGS: GENERAL NOTE8, uN•p otharwlr noted OREGON �a's I.Builder and erection contractor should be advised 01 all General Notes 1.This design b bard only upon the parameters shown end I.for an Individual w. Truss: Cl and W4mkps before construction commences balding componentApplicability of design parameters and proper 4 V• {A 2.2x4 compression web bracing must be Inwlpd where shown, incorporation olcomporM is roonsiblly of building designer. <6 All . 14 Acis-.0..- # 3.Additional temporary bracing to Insure stability during construction 2.Design assumes IM by and bottom chords to be laterally brace al +S./ !i ! Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and al 10'os.reapedbely amass brand throughout their length by DATE: 1/28/2016 theovarallsbudureIsthe responsibility ofthe bWa d• compactsshgingl0ng suchlbaces wcotluiredw rescind/•or tlrywsil(BC). wk-FIR ng designer. 3.2z Impact bridging or lateral bracing required where shown.. �7 10 - DATE: K1690961 a.No load.lraold be appitad to.ny oonrponenl mitt an.,.it hoadeg and 44..D°silneswoftttrl Nthe rebbebulryod fMen s nonmctivec environment. fasteners are complete and at no time should any loads greater than Dna Designassumes for"my condition.sr.cons. TRANS ID: LINK design loads Smulled toany component. 6.DrasShimsumesu orwadg• 5.ComWTrueManocontroloverandassumesnorsaponsibRyfo,ho EXPIRES: 12/31/2017 usury. Wbrbalbn,handling,shipment and Installation or components. '.Design.thatassumes'd.den onlrge is.olInb°d. January 29,2016 B.This design Is lumlsh•d rbjad b the limitations wit forth by B.Plates shall be located on both fans of Imas,end place se their anter TPIW1CA R 8151.copies of whkh will be furnished upon request. lines coincide with joint anter lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc/COmpuTru6 Software 7.6.7(114-E 10.For basic conraor plata design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-11-00 GIRDER SUPPORTING 8-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1887) 299 7- 8=(-269) 370 7- 1=(-2103) 309 10- 9=( -68) 879 2x6 KDDF #16BTR T2 2- 3=(-1891) 381 8- 9=(-307) 1298 1- 8=( -137) 1339 4-11=)-1291) 202 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-1297) 305 9-10=(-256) 1488 8- 2=( -233) 105 5-11=) -102) 974 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -763) 225 10-11=(-256) 1488 2- 9=( -157) 176 11- 6=) -202) 1518 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 20'- 11.0" V 5- 6=(-1121) 260 11-12=( -74) 115 9- 3=( -192) 1002 6-12=(-2184) 319 BC UNIF LL( 75.0)+DL( 80.0)= 155.0 PLF 0'- 0,0" TO 20'- 11.0" V 9- 9=( -345) 101 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -324/ 2353V -214/ 272H 5.50" 3.77 KDDF ( 625) NOTE: 2x9 BRACING AT 29"0C UON. FOR BOTTOM CHORD CHECKED FOR 10PSF 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. 'COND. 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 ,�_______.. _. .e - .i -- -- -- -----1 MAX LL DEFL = -0.040" @ 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" 1 1 1 1' 1 1' MAX HORIZ. LL DEFL = 0.010" @ 20'- 8.3" 12 12 MAX HORIZ. TL DEFL = 0.017" @ 20'- 8.3" 12.007 M-9x63 M-3x8 M-4x6 12.00 4 Design conforms to main windforce-resisting 7rf system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3x9 M-9X6 Truss designed for wind loads 2 � in the plane of the truss only. �r Ay1t -/ N M-3x6 i 0 A��` �!/�_, Op!:Q'�i�_�'�_,, Lel M-3x9+ 0 6: "7" '.. vi3.111111111911101121 7* M-1.5x4 M-3x5 M-3x8 M-3x4+ *12 M-3x6 M-5x6(S) M-4x8 M-1.5x4 M-3x9+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-5x8+ M-5x8+ M-5x10+ M-5x8+ M-5x8+ i l l l y y 3-04-09 3-03-15 5-06 5-06 3-02-08 pp y 14-00 y 6-11 y �`(2�,D PflQFfiss.. y J. Qi�� ��yG 4 N�E'7 �p��i.. 20-11 89200PE JOB NAME : NRT 5 PLEX 201-205 - CH1 Scale: 0.2935 ,INNCC WARNINGS: GENERAL NOTES, unless otherwise noted • OREGON 1.Builder and erection rontradar ehauld he advised of all General Notes 1.This design is based only upon the parameters Mown end le for an individual 7/ R G 'V 1.�i Truss: CHI and Weminge before construction commence. building component Applicability ofdeslgn parameters end proper 4+ �[/ 2.204 compression web brecbg muse be Installed where Mown•. Incorporation of component is the responsibility of the baiidng designer. .� '7 y A�� 3.Additional temporary bnGng to Insure elabllay during construction 2.Destgn assumes the top and bottom chortle to be istarelly braced at O 1 4 4 Is the rosponalNlmy of ms erector.Adtlplonal permanent brecmg o! T op I end et 10 op respectively unless braced throughout their length by 'fJY� DATE: 1/28/2016 the overall structure is the responsibiay of the building d. 2,impact eheatglorng such b plywood khat where s oonand/•drywalKec). fiR�)k.-\--- DATE: 3.2x Imped brltlging or lateral basing required where shown** SEQ. : K 16 9 0 9 6 2 4.No load should be applied to any component orB alter em bracing end 4 Installalbn of truss fe the responsibility of the respective contractor. Neenere aro complete and at no time should any beds greater than 5.Design assumes trusses aro to be used Ina nomrrroeNe environment, TRANS ID' LINK design beds besppiedto any corn sent anderoforaywndroon Druce. 5.CompuTrus has no control over and assumes no responeblmly for IM S.Deeel es.ry mea full bearing at am supports shown.Shim or wedge If (�EXPIRES: 12/31/2017 fabrication,handling,shipment end lnetallation of components. 7.Design assumes adequate drainage is provided. January 29,2016 S.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed r thek center TP WJTCA In BCS!,copies of which will be furnished upon request. lines coincide with Joint center Mee. 9.DIEM Indicate size of plata In Inches. MITek USA,Ina./CompuTNa Software 7.6.7(1L)-E 70.For basic mnnedor piste design values see ESR-1317,ESR-7988(Mlrek) 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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-857) 255 8- 9=(-297) 258 8- 1=(-906) 279 11- 6=(-155) 132 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-771) 397 9-10=(-322) 645 1- 9=(-108) 578 6-12=(-329) 193 WEBS: 2x9 KDDF STAND 3- 5=(-985) 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=(-196) 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 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 0-03-19 .t'l. VERTICAL DEFLECTION LIMITS: LL=L/360, TL-L/240 8-11-12 1-10 10-01-04 MAX LL DEFL= 0.016" @ 10'- 10.6" Allowed= 0.667" .1' '1 , f MAX TL CREEP DEFL = -0.032" @ 11'- 5.1" Allowed = 1.000" 4-05-12 4-04-04 1-11-12 4-10-08 4-10-14 MAX HORIZ. LL DEFL = -0.008" @ 20'- 9.2" MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" 12 12 M-4x6 M-5x6 Q 8.00 12.00 3 4� Design conforms to main windforce-resisting system and components and cladding criteria. ��_q Wind: 190 mph, h=29.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s1 are exposed to wind, Truss designed for wind loads in the plane of the truss only. ry 7 M-3x5 I ,( o o .ti f- L hate rl , 8.* 9 10 11 12 **13 M-1.5x3 M-3x8 M-3x5(S) M-1.5x3 1 ) ) 1 1 1, 9-02-09 919600 2-08-13 4-10-08 6-11 4-07-06 ) �t© PR Fes, PRp `- k ,i, Co E,9 /(-a. 20-11 ict 89200PE JOB NAME : NRT 5 PLEX 201-205 - CH2 Scale: 0.2253 -401110 .0:4""'..'"'Z""''."""'''./.,,,, WARNINGS: GENERAL NOTES, onlet otherwlae noted: i dei 1.Builder and erection contractor Mould be advised of all Goner/II Notes I.This design Is based only upon the parameters shown and is for an lndlvldual "f2, OR EGON ( T ru S s: CH2 and Warning.bean construction commence. bulkllrp component.AppSnb5ty of design parameters and proper 2.204 compression web bracing must be Metalled where shown•. Incorporation of component Is tlo responsibilityof ma bulldog deslpner. �^- )/ 2- �..a.=• stability during construction 2 Design stomas IM by and bosom surds to be labrelly brand al 3.Additional temporary bracing to insure stabS,l14 1 Ie the re.ponelbdtly of me erector.Additional permanent bracing of 7 o.c.end et 10 o.c.nspacweM unless bond throughout malt length by DATE: 1/28/2016 the overall structure responsibility continuous NeatNng such es plywootlultad wham shown drywall(BC). -/�a., 11 1�\- Iity or me building Eeeigner. 3.A Impact bridging or lateral booing required wham shown** /ill I-'� SEQ. : K1690964 4.No had should be apptled to any component until aero all bracing and 4.InsNlalbn of truss b the re.porlbtay MM.respective contractor. fastener.are complete and et no time Mould any bads greater man 5.Design mum..tuners era to be used In a non-corrosive environment. TRANS ID• LINK design beds be applied a any component. and are for dry conditionof use. C( yy I�S f� 5.CompuTrus has no control over end arum..no responslblllty for the 8.Design ssum..ION bearing.1 as supports shown.Shim or wedge If EXPIRES: 12/il 1/2017 fabrbatbn,Mndlmg,shipment and Installation of components. assumes 7.Design sadedon othla..ottprovided. placedJanuary 29,2016 S.TU.design Is NMNed subject to me YmMtbna r1 forth by B.Platt shall be located an both has of bust and r their anter TP WJTCA In BC SI copies of which will be NrNshed upon request. lines coincide with joint anter lines. 9.Digits indicate size of plate m Inches. MITek USA,IDC./CompuTrus Software 1.6.1(1L)-E 10.For beak connector dale design values re ESR-1311.ESR-1088(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 #16BTR 9-02-00 GIRDER SUPPORTING 36-06-00 1- 2=(-3932) 690 1- 7=( -696) 2876 2- 7=( -582) 3416 10- 5=(-572) 3342 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2754) 492 7- 8=(-1062) 6486 7- 3=(-3772) 666 WEBS: 2x9 KDDF STAND; 3- 4=(-6532) 1156 8- 9=(-1072) 6566 3- 8=( -264) 1782 2x4 DF STAND A LOADING 9- 5=(-2696) 482 9-10=(-1072) 6566 8- 4=( -228) 732 LL= 25 PSF Ground Snow (Pg) 5- 6=(-3844) 676 10- 6=( -708) 2838 9- 9=( -256) 1592 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=(-3982) 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 nails staggered: 0'- 0.0" -709/ 4010V -1375/ 1375H 5.50" 6.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 2.0" -709/ 4010V -1375/ 1375H 5.50" 6.42 KDDF ( 625) 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 2x9 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 = -0.011" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.019" @ 0'- 5.5" 1-00 7-02 1-00 1' ' 1' ' 'COND. 3: 150.00 PLF SEISMIC LOAD. 1-00 2-04-11 2-06-07 2-02-15 1-00 Design conforms to main windforce-resisting 1' 1' 1' 1' 1' ' system and components and cladding criteria. 12 12 12.00N 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=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-3x10 M-5x6 2 3 4 5 z, ,,,....____________________......- ___________________________...-- ---...,....„.......„...........,_. m - - ,( II / 1 1 - - N I ell- I I I I Cf I , - ol 1S. 7 B 910 7 =6 i 0 0 M-5x10 M-9x6 M-3x6 M-5x10 M-6x8 r M-6x6 l , l l l l 1-03-08 2-04-11 2-02-15 1-11-07 1-03-08 l l 9-02 ��¢cO PA°Fess c2 GINEE�4 /'9?iye �` :9200PE r' JOB NAME : NRT 5 PLEX 201-205 - EH1 , /e Scale: 0.4991 w� e� - WARNINGS: GENERAL NOTES, unlessotherwieenoted: Rf OREGON lV� 1.Builder end erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown end Is for an IndlAdual 7 t • Truss: EH 1 and Warnings before construction commences. building component.Applicability of design parameters end proper L �N `'` 2.254 compression web bracing must be Installed when shown.. Incorporation of component Is the rmponstNlny of the indicting designer. .�j1 14 2-(`)\ Q �+y.,. 3.Additional temporary bracing to Insure eebilny during construction 2.Design assumes the lop and bottom chordsbra h late h braced et S./ 1 h the responsibility of the erector.Additional permanent bracing of 2 a.c.and elilt ee o.c.respect.plywoodly unless braced throughout their length by - IV DATE: 1/28/2016 the overall structure Is the responsibility of the bund) designer. continuous sheathing sten l b ecing required eheatIn ere s)and/or drywell(BC). R A'a"� Y n0 g 3.?w Impact bridging or lateral bneing when shown.. SEQ.: K16 9 0 9 6 5 4.No bed should be applied to any component until eller ant bracing end 4.Installation of truss Is the responsibility of the respective contactor fasteners are complete end at no lime should any bads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment. TRANS I D e LINK design bees be applied m any component. and are for ery condition"of ase. 5.OompuTms has no control over and assumes no responsiNllly for the B.Design assumes full bearing at ell supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication.handing. pment end talletion of 6.Thisdesgnisfundshediebb)edtothealimnetionseatforthbys 8�PietasDesignshelllbelassumesowatleduoneqatebothfecesoftruvssdrainage N s,aendplacedsotheircanter d January 29,2016 TPVWTCA In BCSI,cornea of which will be furnished upon request. Snot coincide with joint center lines. 9.Dlg9s indicate sine of plate In Inches. Mack USA,Inc./CompuTrus Software 7.6,7(1L)-E 10.For basic connector plate design values see ESR.f311,ESR.1980(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 01LBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF )I15BTR 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 BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 95.0 PSF 0'- 0.0" -74/ 332V -29/ 80H 5.50" 0.53 KDDF ( 625) 1'- 2.9" -47/ 22V 0/ OH 1.50" 0.04 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 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" 1-03-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.008" MAX BC PANEL LL DEFL= -0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX BC PANEL TL DEFL = -0.000" @ 1'- 4.0" Allowed = 0.072" 12.00 [27 MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to main windforce-resisting .-/ system and components and cladding criteria. Wind: 140 mph, h=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, ,11 ti End vertical(s) are exposed to wind, Truss designed for wind loads l iin the plane of the truss only. co0 stn i- 0 Ili"- 0 0 11110". 11.1 NE:544 M-3x4 1 l y 1 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,3,4 I �<-'s PROF-ss �GINEF9 /�1" t 89200PE 1-'- • JOB NAME : NRT 5 PLEX 201-205 - BSJ1 Scale: 0.7033 . -/�-^'! . WARNINGS: GENERAL NOTES, untimely otherwlae noted: 1.1 et 0`�G�OIV 1.Builder and erection contractor should be advised of ell General Notes 1.This design b based only upon the perameters shown end Is for en individual EG ON BSJ1 and Wamkgsbefore construction commences building componentApplicability of design parameters and proper fir' ZOO 1� 2.2.4 compression web bracing must be installed where shown.. Inarporallon of component Is me responsibility of the building d.sign.r. /6 ,�4 3.Additional temporary bracing to Insure stability during construction2 2.Design assumes the lop and bottom chord.braced to laterally bncatl at . {1. N IM responsibility of me erector.Additional permanent bowing of o cc.and et f a o.c.ras unless throughout their length by `` DATE: 1/28/2016 the overall structure Is the responsibility of the banal designer. continuous shsalmr,such as p Ing,.wood N,.d she,.a auction drywstl(BC). RR 11••\''• re g 3.2a Impact bridging or lateral bracing required when shown.. SEQ.: K 16 9 0 9 6 6 4.No load should be applied to any component until after all bracing and 4.InstallationInof truss is uuas e�be responsibility yd f the e respective contractor.ntrao mnaM, fasteners are complete and at no tee should any loads greeter than sign muses design bees be applied to any component. and are for'dry common"of use. TRANS ID: LINKDesign se.umes full bearing at all supports shown.Slim or wedge It 5.CompuTrus has no control over end assumes no reaponsibrnty for the necessary. EXPIRES: 12/31/2017 .., febrfoetfon,handling,shipment and Installation of components. 7.Design assumes adequate drainage M provides. January 29,2016 6.Thi.design Is furrshed subject to me limitations set S.forth by Plates shell be looted on both faces of truss,and placed so their center TP WJICA In SCSI,copies of which will be furnished upon request, lines coincide with Joint center(Nes. E.Digits inflate size of plate In Inches. MITek USA,Inc./Compulruus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 89 2-4=(0) 0 BC: 2x9 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-56) 26 TC LATERAL SUPPORT C= 12"OC. UON. LOADING BC LATERAL SUPPORT C= 12"OC. UON. LL( 25.01+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 12 DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 45.0 PSF 0'- 0.0" -72/ 261V -21/ 79H 1.50" 0.42 KDDF ( 625) 12.00 17 0'- 11.2" -19/ 3011 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 SOPS£ LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.040" MAX HORIZ. LL DEFL 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. /MA MO Itil 0 I/I IWind: 190 mph, h=19.7ft, TCDL=6.0,18 y. 0'.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Diz), load duration factor=l.6, '' End vertical(s) are exposed to wind, Trussdesignedforwindloadsmintheplaneofthetrussonly.o I o 0 /- M-3x4 \.(W) PR(Fe ss 1 1-00 ' 1-00 ,1 4 ; (6NGINEE9 /gp (PROVIDE FULL BEARING. I II 89200PE r' JOB NAME : NRT 5 PLEX 201-205 - EJ1 O �, ,,,,,,,,,,Z--- Scale: 1.0758 Cr WARNINGS: GENERAL NOTES. uniew otherwise noted' a�� 1.Bulkier end erection contractor should be edvls•d of ell General Notes I.This design b bawd only upon the perimeters Mown end Is bran Inddpduel 7/ ",OREGON a A.,OREGON Truss: EJ1 and Warnings before construction commences. budding component.Appllobwy of design parameters and proper 4 2.254 corrryrswbn web bracing must be Installed where shown•. incorporation of compon.nl Is m•responsibility the building designer. /O 1')' 14 2Q + 3.Additional temporary bracing to Maw stability during construction 2.Nair"mimes IM top and bottom chords to M laterally braced al "�P b IM responsibility of me erector.Addltloml permanent bndng of 7 n.c.ash at IS Data respectively us•w braced throughout tidlr length by ^� ` DATE: 1/28/2016 Sr.overall structure b therenatally of the building de 23 impacontintioct Werapywcodshnsd where shownr RR y� apodesigner. 3.�Imp.d bridging or talent Owing required wMre .. SEQ. : K1690968 4 No load should bespoiled toany component until SRwall bracing end 4.4.DwlllnsewoftestswwheebillydIn.ems��re.rnhesto,.n.m, fasteners are complete and it no time shoub any loads greater men and are for"dry hisses Cr.re to b e. TRANS I D: LINK design beds be applied to any component. S.Design assumes full bearing et ail supports Mown.shim or wedge 11 EXPIRES: 12/31/2017 ' 5.CumpuTms has no control over and assumes no responsibility for the ry. fabrication,handling.Mipmed and Installation of components. 7.p siawgn amines adequate dreinege N provided. January 29,2016 S.This design is furnished.opted to the Imitations set forth by B.plates Mel be Iodated on both races of cow.end paced w their center TPN WCA in SCSI,copies of which will be furnished upon recluse. Ines coincide wlh joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTlus Software 7.6.7(IL)-E tO.For basic connector plate design veb•s we ESR-I 311,ESR-1968(MReO) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 91SBTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=(-4316) 760 1- 7=( -722) 3120 2- 7=( -642) 3746 10- 5=(-630) 3669 BC: 2x6 KDDF 016BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3026) 542 7- 8=(-1216) 7332 7- 3=(-4340) 772 WEBS: 209 KDDF STAND; 3- 9=(-7424) 1316 8- 9=(-1228) 7428 3- 8=( -286) 1926 204 DF STAND A LOADING 9- 5=(-2958) 530 9-10=(-1228) 7428 B- 9-) -246) 774 LL = 25 PSF Ground Snow (Pg) 5- 6=(-4216) 744 10- 6=( -736) 3079 9- 4=( -278) 1738 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 9-10=(-4574) 808 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.01= 17.5 PLF 1'- 0.0" TO 8'- 8.0" L BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 937.5)+DL( 350.0)= 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _,.'- ( 2 ) complete trusses required. 0'- 0.0" -760/ 4284V -1950/ 1450H 5.50" 6.85 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -760/ 9289V -1950/ 1950H 5.50" 6.85 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �/�/ 9" oc in 1 row(s) throughout 2x9 top chords, /X X\ 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x9 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/290 MAX LL DEFL = -0.098" 9 3'- 10.2" Allowed = 0.292" MAX TL CREEP DEFL = -0.104" 9 3'- 10.2" Allowed = 0.438" MAX HORIZ. LL DEFL = -0.013" 9 0'- 5.5" MAX HORIZ. TL DEFL = -0.023" 9 0'- 5.5" 1-00 7-08 1-00 'COND. 3: 150.00 PLF SEISMIC LOAD. 1-00 2-06-11 2-08-07 2-04-15 1-00 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 190 mph, h=20.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-9x10 M-5x6 2 3 4 5 r7 - 4/1 -r / 1 I /1 I � 1 1\4 - r7 I YYY--- 1 7 8 9 ,i_ 10 �,6II o p M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 M-6x8 •1' 1 , 1 1 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 1 9-08 <0p,* D P R OFFss ��co �NCa1NELcR /C2 Q 89200PE 9r JOB NAME : NRT 5 PLEX 201-205 - DH1 , /�'' Scale: 0.4855 "-' SO 1But WARNINGS: O.WEN L d.Bgns NOTES: ;Moss mete: 7/ OREGON , Ad 1.Builder and erection contractor NOWd w advised of all G.n.nl Nobs I.Thr de.Ign r based only upon B.parameters Mown and Is bran Mdvleusl 4* Truss: DH 1 end Nhmmgs ware comrruarn commands. wilding component.Applicability of gest parameters and gnvram. prayer 2 2x4 compreWen web bracing mw w Inwled where Mown•. omrporawn of component is til r..penstdwy of the bulldog designer. /Q Y 14. 20 QjP} 3.Additional temporary bracing to Inure stabillly dog mratruc600 2.Design.tomes IM top and venom chard.o w laterally Geed at r IM responsibility of Ira.erector.Addroeal pemnanml bracing of 7 c.c.and at 10 en.respectNeN wbrand throughout rtheirdry length by DATE: 1/28/2016 me overall structure r IM responsibility of the wiltleg designer. continuous wintry such as plywood sheathing(7C)where s ow •aryw.11(Bc). �R R. �-�. 3.2a Imp.a bridging or lateral bracing required wild.down.. SEQ. : K 16 9 0 9 7 0 4.No load Mould be applied to any component until alter ail bracing and 4.Installation of truss is the responsibility of the reapecllve contractor. fasteners are compete and at no time Mould any bads greater than 5.Design names Imams are to be used Ina noncorrosive environment. TRANS ID: LINK design bads be applied to any component. and ere for'dry condition.oluse. 5.CompuTrushas nocontrol over and&mum,sno responsibility for the 8.Design bearing shown. EXPIRES: 1213112017 fabrication.Mullingaraipment and Installation of components. ry. 7.Design auumeeawdon othfagelo Huss. January 29,2016 e.ma design I.furnished subject to me ilmMwns w7 arm by e.Plates anal w touted on born taus of wu,and pane n Mir tamer TP Wl1CA in SCSI,copra of which will be furnished upon request. rtes coincide with joint center 11nu. 9.Dietl.edinle.00e of plate o Inches. MiTek USA,InciCompuTw.Software 7.6.7(1 L)-E t0.For basic connector plat.d.Ygn values age ESR-1311.E5R-1986(MRek) 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: 2x9 KDDF #16BTR 10-00-00 GIRDER SUPPORTING 3-06-00 1- 2=(-711) 131 1- 6=(-45) 935 6- 2=( -9) 353 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-935) 121 6- 7=(-95) 833 6- 3=(-498) 96 WEBS: 2x4 KDDF STAND 3- 4=(-935) 121 7- 8=(-95) 833 7- 3=( 0) 168 LOADING 4- 5=(-711) 131 8- 5=(-45) 935 3- 8=(-448) 96 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 8- 9=( -9) 353 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 2'- 0.0" V TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 2'- 0.0" TO 8'- 0.0" V BEARING MAX VERT MAX 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: 2x9 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 0'- 0.0" -73/ 692V -37/ 378 5.50" 1.03 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 18.8)+DL( 15.0)= 33.8 PLF 0'- 0.0" TO 10'- 0.0" V 10'- 0.0" -73/ 692V 0/ OH 5.50" 1.03 KDDF ( 625) TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 2'- 0.0" TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 8'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. i REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.009" @ 5'- 0.0" Allowed = 0.303" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.021" @ 5'- 0.0" Allowed = 0.459" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.003" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.005" @ 9'- 6.5" • Design conforms to main windforce-resisting • 1-11-11 6-00-10 1-11-11 system and components and cladding criteria. T f T f 1-11-11 3-00-05 3-00-05 1-11-11 Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 423.308 I 423.308 T load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 12.00 V a 12.00 Truss designed for wind loads in the plane of the truss only. M-4x6 M-4x6 2 M-3x8 3 4gejt. l 4 i&l4k, ir. mii ii jilts sniiii , vmmiiiiiiiiiimmidiiiiiiimitY o 11 1 6 7 a5 M-3x9 M-3x9 M-1.5x3 M-3x4 M-3x4 1 1 l Jr 1 1-10-04 3-01-12 3-01-12 1-10-04 Jr 10-00 Jr -Ac Ea PRopers.. � GINE�R .01, �' 89200PE• r' JOB NAME : NRT 5 PLEX 201-205 - GH1 �o'r Scale: 0.4497 vim , ' IP WARNINGS: OThis design unless yuponthrwhe eparamete ' 7 , ,OREGON ��' i.Builder and erection conbector should be advised of all General Notes 1.lhla design h beard only upon the parameters shown end is for an individual Truss: GH1 end wembge before construction commences building oomponen Applicability or design parameters end proper {` 2.2s4 compression web brscing moat be Instated where Mown incorporation of component Is the rasponsiNllty of the building designer. '0 Y A°\ ��4r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes IM lop end bosom Mobs to be tetemlty brood al S./ 6 . 1 la the responsibility of the erector.Additional permanent bracing of z o.c.and et II c.c.respectN.ty unless braced throughout their length by - [�p DAT E: 1/28/2016 Be overall structure hi the reynnsbu of the bolding designer. continuous sheathing such as plywood Mred where s andror dryweu(BC). fl!-1 I tel' r 3.I2ftn Impact bof rn.or lateral bracing required where ebewo.. SEQ. : K 16 9 0 9 71 4 No had Mould be applied to any component until eller all bracing and 4 Inslalntbn of truss is the responsibnny of the respective cor. fasteners are complete and at no me should any bm ads greater than E Design memos Iliums are to be used In a non-conenvironment. environment. TRANS I D' LINK d=eign bads be ensiled to any component. and are lor'tlry contlnion'of tree B.compuTrs has no control over and assumes no reepenNMnty for the S Desinacagseaaseumes full bsatlng el ell supports shown.Shim or wedge if EXPIRES: 12/31/2017 r.brloatan.henaing.Mipm.nt and lnaalteuonoroomponente. 7.Deelgn sumesedequetedrainage isprovided. January 29,2016 E.This design is fulrsMed subject to the limltalfons set forth by B.Plates shell be located on both races of truss.end placed so their center TPIANTCA in SCSI,copies of which will be furnished upon requeet. Ones colnside with joint center line. 9.Olgas Indicate she of chit.In Inches. MITek USA,Ino./CompuTrua Software 7.6.7(1L)-E t0.For beast connector plate design values me ESR-1311,ESR-I988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 4#16BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 89 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-56) 26 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 12 TOTAL LOAD= 45.0 PSF 0'- 0.0" -72/ 261V -21/ 74H 1.50" 0.92 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" -90/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 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. 0/1111'11. o I Wind: 190 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, u, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o I load duration factor=1.6, '� End vertical(s) are exposed to wind, /- m Truss designed for wind loads m in the plane of the truss only. o �� 1 o 0 M-3x4 40 PROFFs y y y ‘AGINE R `S%0 1-00 1-00 j�,� (PROVIDE FULL BEARING. I �y,,V200P E �� JOB NAME : NRT 5 PLEX 201-205 - DJ1 Scale: • 1.0758 _!I • ,i • WARNINGS: GENERAL NOTES. unless otherwise noted: OREGON 1.Builder end erection contractor should be advised of all General Notes I.This design is Mead only upon the parameters shown and Ic for en Individual Truss: DJ1 end Warnings bebreconamclioncommencee bWdingcomponent.Appwubultyofdesign parameters and proper 2.254 compression web bracing must be installed where shown e. Incorporation of component la IM responsibility of the bulking designer. • �� 9 14n O� ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes IM fop and bottom chords to be intercity braced at L Is IM responsibility of the erector.Addbbnsl permanent bracing of 2 o.c.end MI5 o.c.respectively unless braced throughout their length by J,(S,//� e+�• continuous sheathing such as plyxooe sheathing(TC)andlor drywall(51). "e *�O, `\-. DATE: 1/28/2016 the overall structure b the reeponelbllby of me building designer. 3.2 r impact bridging or labial bracing required where shown"v rl SEQ. : K1690972 4.No bed Arnold be applied to any component ustU.bat all bceolng.nd 4.4.insallneouomnWsss is thhe eanabeulyyof dlthemnmrtive ivelc environment. feseners ere complete and at no tiro should any bads greater than g tlaelgn beds be mulled to any component. end an for•dry condition.of use. TRANS ID: LINK 5.Dunbar.has nocontrol over and assumes noresponsibility rorthe 6.Design s mesfullbearigatallsupportsshown.ShimorwedgeIf EXPIRES: 12/31/2017 M fabrication.handling.ahlpment and installation of components. 7.Design amines adequate drainage Is provided. January 29,2016 6.Thin Corbelled is subject to the limitations set forth by S.Plates W l be located on bah facet of true,and placed ss thein canter TPIM/CA N SCSI.copies of which will be furnished upon request. lines coincide with joint anter lines. 9.Digits Indicate sine of plate kr inches. MiTek USA,InciCompuTrue Software 7.6.7(1 L)-E 10.For basic connector plate design values sea ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 1B-09-06 MONO HIP SETBACK 3-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR 18-09-06 GIRDER SUPPORTING 20-11-00 FROM 8-03-00 TO 18-09-06 1- 2=( 0) 84 2- 9=( -782) 3364 9- 3=( -644) 3216 6-13=( -186) 1580 BC: 2x8 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4972) 1108 9-11=(-1688) 7432 9- 4=(-5184) 1200 6-14=(-6570) 1474 WEBS: 2x4 KDDF #16BTR; 3- 4=(-3364) 788 10-12=( -70) 308 4-11=( -410) 2762 14- 7=( -268) 194 2x6 KDDF #16BTR A; LOADING 4- 5=(-7514) 1734 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=( -654) 2840 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 68.8)+DL( 27.5)= 96.2 PLF 3'- 6.0" TO 18'- 9.4" V 7- 8=( 0) 0 12- 5=( -466) 176 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)051( 27.5)= 27.5 PLF 0'- 0.0" TO 18'- 9.4" V 12- 6=( -36) 328 BC UNIF LL( 236.5)+DL( 189.2)= 425.6 PLF 8'- 3.0" TO 18'- 9.4" V - --------------------- BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C 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/ OH 5.50" 8.59 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. a" For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ( 2 ) complete trusses required. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" Attach 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" nails staggered: MAX LL DEFL = 0.059" @ 7'- 5.8" Allowed - 0.595" MAX TL CREEP DEFL = -0.160" @ 7'- 5.8" Allowed = 0.893" 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x8 bottom chords, @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.019" @ 18'- 3.9" 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. 3-OS-11 7-11-02 2-01-07 5-03-02 Design conforms to main windforce-resisting system and components and cladding criteria. 3-05-11 3-09-05 3-10-05 2-08-07 9-07-19 0-03-12 Wind: 140 mph, h=21ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), 102.10# load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 12.00 1 d 9.28 Truss designed for wind loads in the plane of the truss only. M-9x6 3 M-3x10 M-5x12 �f 4 M-5x16 M-1.5x3 78 gir -mir'q t IB 0I ArirA + ,n - 9 11 M 0 1 M-5x16 M-3x8 1 I, _ ,( r7 II k- - SD I .-1 10 12 13 14 M18HS-12x18+ M-5x10 14-9x12 M-3x6 M-6x10 2353# l 3-09-09 y 9-01-08 3-09-05 y 2-09-15 y 5-01-06 y PR Op F, �" 0. ., 1-00 -0y 7-03 y 11-06-06 1 ? �\�G ' 9. ��Q l y l 1-00 18-09-06 '�` 89200PE <' ........ JOB NAME : NRT 5 PLEX 201-205 - FH1 .410,01g7Sala, 5.2505 � Cr, • WARNINGS: GENERAL NOTES, unless th,henoted 7G • %OREGON DU As s 1.Builder end erection mntredor should be advised of all General Notes 1.This design Is bard only upon the permetere shown end is bran individual •,1 9 14 ^O Truss: FH1 end Weming.before construction commends building comports Applicability of design parameters end proper .G ( 2.244 compression web bracing must be Installed where Mown•. incorporation of component Is the responsibility of the building designer. Q� 3.Additional temporary bracing w insure eisDliXy during construction2.Design sesames the top and bottom chords to be laterally bread at Ali)" R 1 11 Vh the reeporalbNAy of me erector.Additional permanent bracing of • z o.c.end et 1a o.c.rospectNely unless braced throughout melt Nngln by ` l• DATE: 1/29/2016 the overall structure is the responsibility of me bald) dealner. Inspect ridginsheatg or ster.aacvgreuiredwee sear•r drywell(Bc). ^g g 3.24 Impact bridging or hterel bracing required where shown•l. SEQ. : K1690974 +.Notossshould beapposeoany component omitertnailesangrd 1.Instalislanoftroplensaretab usaofMeraspedeconlrector. • fasteners are complete end atm One should any wads greater than 5.Design anuses busses are to ba used In a mrvcomoshe environment. end aro fordry condition'of use. EXPIRES: 12/31/2017 TRANS ID: LINK design toed*be applied to any component. 5.CompuTrus hes m control over end assumes no responsibility far the8.Mecenarymea full bearing at all supports shovm.Shim or wedge if January 29120 I 1 6 fabrication,handling,shipment and mstallstIon of components. ry 7.Pesign assumesadequateane dboth h prodded. end This design Is furnished subject to the limitations set forth by 8.Plates shell be locatetl an bora laces of buss,end plecad as their center TPI:WTCA In SCSI,spies of which will be lumlehed upon request. Imes coincide with joint center lines. • 9.Digits Indicate size of piste In inches. I MiTek USA,Inc.ICompuTrus Software 7.6.7(1 L)-E 1o.For basic connector piste design values re EBR-7311,ESR-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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF iflaBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-4=(0) 0 BC: 2x4 KDDF g1&BTR SPACED 24.0" 0.C. 2-3=(-73) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 95.0 PSF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 99V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" 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" 12.00 177 Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 190 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /1-3x: load duration factor=l.6,End verticals) are exposed to wind, MO Truss designed for wind loads in the plane of the truss only. oi • iNo o 1 1 1 1-00 2-00 `PROVIDE FULL BEARING;Jts:2,4,3 ØGINE %jPRO;cF9* 89200PE r JOB NAME : NRT 5 PLEX 201-205 - GJ1 ..41P-60...:0": Scale: 0.6558 WARNINGS: GENERAL NOTES, untewotherwise noted, 0 OREGON �� 1.Builder and erection contractor should be advised of an General Nota. 1.This design is bawd only upon Me parameter.Mown and Is for an individual Truss: GJ1 and Warnings before construction commenwa building componentApptiab6ty or design parameters and proper 2.2 4 camprawbn web bracing must be Installed where shown.. Incorpor.non or component I.me responsibility or me wilding designer. L/^�11:q}' 14. r ,� 2.0 -. 3.Additional temporary bracing to insure stability during construction �.Design and.15e.IM top and bottom chord.b M laterally brand al V lathe responsibility of the erector Additional permanent bowing of continuous e.c. at la o c respe..pty unless braced throughout mels length by • DATE: 1/28/2016 the overallstructure Is the respon.Iblllty of me buldl de• WImperil wenasacig re uiredworeeheathIng(Tshown ayw.lyec). RR-1�� mg designer. 3.ar impact bridging or latera bracing required where arewn.. SEQ. : K1690975 4.No bad should beeppll•dto any component until after all bracing and 4. Iletinof truss mlathheresposibulwydtteerespeas.ssntracorr. le.leners are complete and al no time should any bads greater than Design assumes ere In Ensign loads M applied to any component. end are for'dry mndbon'of use. TRANS I D: LINK s.CompuTm.has no collet over and nutmeg no responsibility for the 8.Design assume.lull Meting at all supports shown.Shim or wedge 11 EXPIRES: 12/31/2017 awry. I n .I�v fabrication,handling.shipment end Installation of components. 7.Design assumes adequate drainage N provided. January Z((��,20 1 V ,7 8.ThIa design is furnishedfurnishedwbisa to me ilmMtbna sly forth by E Plates shall be located on both faces of truss,and placed w their center .i TPhWTCA in SCSI,copies of which will be fumi.hed upon request. lines coincide with Joint center lines. S Digits indicate ales ofplate in Inches. MITek USA,Inc.iCompuTrua Software 7.6.7(1 L)-E 10.For bloc connector plate design values we ESR-I 311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF 010(TR SPACED 24.0" O.C. 2-3=(-77) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 45.0 PSF 0'- 0.0" -36/ 310V -33/ 101H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -84/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 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" 8 -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.100" 1-11-11 MAX LL DEFL = 0.000" 9 0'- 0.0" Allowed = 0.052" T ,( MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.7" Allowed = 0.147" MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" 12 MAX BC PANEL TL DEFL - -0.005" 8 1'- 12.0" Allowed = 0.206" 12.00 P7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" 8 1'- 10.9" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind : 140 mph, h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 'I Truss designed for wind loads vin the plane of the truss only. 0 N In f O I 0 p �4 -1 M-3x9 l l l 1-00 9-00 (PROVIDE FULL BEARING;Jts:2,3,4 '`c tO PR OFFS, • c ��G I N SFR cS/-�Y " 89200PE JOB NAME : NRT 5 PLEX 201-205 - FJ1 ►, --- Scale: 0.6558 040 /')..""" WARNINGS: GENERAL NOTES, unless otherwise noted. �r OREGON �""L. 1.8ulider end erection contractor should be advised of all General Notes 1.This design A bend only upon the parameters shown and b for an Indlvaual A_ la Truss: FJ1 and Wembgsbefore consructioncmmences building component Applicability of design parameters and proper "rrjalp 2pN. A 2.204 congression web bracing must be Metalled when mown.. Incorporation of component Is the reNnnsibllily of me building designer. d ) - I 14 3.Addition.'temporary bracing to Insure stability during construction 2.Design.name.the top end bottom cho b t De laianlly Orecatl a1 L/ l ^ A the responslbIEy of me erector.Additional permanent bracing of Z titin and sheathing 0.hn.rsuch as ply wood s bracetl throughout their Isngdh by i. /IA �• �� DATE: 1/2 8/2 016 db m.re"arucwn lathe responsibility i me handl a<e continuous r such as bracing rd aheembg(Tc)end/or drywan(Bc). // o ng igner. 3.is Impact bfldg'ng or Ietere' required when shown.. SEQ.: K1690976 4.Ms idad.600W Es.pp,cR to any component ontO.5.,s::bc.s:ng and 4. en.t.�nu�m�e s.ABC responsibility et respective • fasteners ere complete and at no time should any bade greater than 0 gussets TRANS ID•" LINK design bade be applied to any component. end are for'dry condition.oluse. 5.ComWTrushas nocontrol over end assumes noresponsibility tor the 6.Design!� umeefWlbearing etepwPPodeshowaShim orwedge l! EXPIRES: 12/31/2017 mmmy. fabrication.handling,shipment and installation ofcomponents. 7.Design assumes adequate drainage A provided. January 29,2016 6.mit design Is furnished cabled to the limitations net forth by 8.Plates shell be located on both feces of truss,end pieced w their anter TPI7WTCA In SCSI,copbe of which will be famished upon request. Anes coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuTNs Software 7.6.7(1L)-E 10.For beet connector plata design values see ESR-1311,ESR-1988(MRek) 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 ROOF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-4=(0) 0 BC: 2x9 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-115) 98 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT 0= 12"0C. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -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 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/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed= 0.054" 3 -/ MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 0MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 12.00 P7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, vr Truss designed for wind loads i in the plane of the truss only. 0 ve rno u r I o o M-3x9 .1' 1 1 l 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 It Fick 0P' . `< G E ,9 is, 2 c 89200PE 9r JOB NAME : NRT 5 PLEX 201-205 - GJ2 '#"04; Scale: 0.5669 WARNINGS: GENERAL,This 6 NOTES, unless olhenvNe ara parameters �� OREGON �. , 110 a" I.Builder end erection contracts,should be advised of ell General Nobs I.ThY design k bawd only upon BeIh•pmmehn shown end Is for en Individual Truss: GJ2 and w.mn9awfor•conrucnoncemm.nn•. audlnocomponent.Applmebayortle.pnwr.m.braand proper 2.2x4 compression web bracing must be Installed where shown 4. Incorporellon of component b the responsibility of me building designer. //* Y 14ff O 3.Additional t•mporery bracing to Insure stability during construction 2 Design•rump IM lop and bottom chords b M laterally brand at (./ 4 A h the ray O 16188 of the erector.Additional permanent bracing of 2 o.c.and et 10 a.c.respectively unless bread throughout mstr length by `' DATE: 1/28/2016 the overall structure Is the ra.ponstbnn f the buildingdesigner. continuous edgingen•Whn seen l b plywood sheathinghe r shown .lima,drywMgecp 'y R R I O- Y a 3.2x Wped bridging or lateral bracing required where Wwn.+ SEQ. : K 16 9 0 9 7 7 4.No bed should be applied to any component until seer ell bracing end 4.InMellatbn of truss b the responsibility of the respective contrector. fasteners Cr.complete and at no time should any bads greeter than 5.Design spumes trusses are to be used in•non-corrosive environ rent, and TRANS ID: LINK desgnb•d•beapplied toany component. Design for Wry condition'galof el 5.CompuTrua has no control over end spumes no responsibility for the B.roaoanery assumes lull Deering et ell supports shown.Shim or wedge If 1 //��EXPIRES: �TX P II R ES: 12/31/2017 labrtAlbn,handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. January 2D�L016 8.This design le furnished ubjed to the limitations eel forth by B.Plates shall b•located on both faces of truss,and placed r their anter TPIMTCA In SCSI,copies of which will be furnished upon request. 'bee coincide with joint anter lines. 0.WOW indicate size of plate In Inches. MITek USA,(nc./ConnpuTnte Software 7.6.7(1L)-E I0.For basis=motor plate design values see EAR-1311.ESR-I58B(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" LBC 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 #1613TR SPACED 29.0" O.C. 2-3=(-106) 92 3-4=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • OVERHANGS: 12.0" 0.0" TOTAL LOAD= 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -27/ 391V -55/ 199H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -80/ 191V 0/ OH 1.50" 0.18 KDDF ( 625) 9'- 0.0" 0/ 95V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP '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 = -0.002" @ -1'- 0.0" Allowed = 0.067" 3-11-11 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.100" 1 f 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 = 0.039" @ 2'- 2.0" Allowed = 0.291" MAX TC PANEL TL DEFL = 0.032" @ 2'- 2.0" Allowed = 0.437" 12 12.00 V 3 MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 End vertical(s) are exposed to wind, o I Truss designed for wind loads 0 in the plane of the truss only. O ul I I- 111 .1 �I 5 -/ M-3x4 1 y l 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,3,5 I 4 F • �. EO �©FS • C,... ,�G�Iv E'9 s-Q2 4,:t.- 89200PE c' JOB NAME : NRT 5 PLEX 201-205 - FJ2Scale: 0.5501 .41111P-� WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON EV O^t le r 1.Sunder and erection conlrador Mould be advised of all General Notes 1.Oda design is based only upon the perimeters shown and Is for an Individual f7 'V tx {/ Truss: FJ2 and Waning.heron constaction wmmenws buntline component.Applicability of design peremetere.nd proper A 4 2.254 compression web bracing must be installed where Mown e. incorporation of component la the responsibility of the building designer. GAO '7 1 w 51° ..* 3.Additional temporary bracing to Imus stability durklg construction 2.Design spumes the lap and bosom chords to he laterally braced et 4 6 11. Is the responsibility of the erector.Additional permanent bracing of 2 ntlnc.ound et ee hin.such as ply wood s brand(TC(an l r dryeft length by 7"R R 11-N-• DATE: 1/28/2016 the overall structure h the reeponsbllnof the bund) designer. conn,pad sheathing such i b plywood sheathing(TC)r shown dryw.u(ec). y ng 3.a,Impel bridging or latent brewing required where.hewn.. SEQ. : K1690978 4 No toad ettsidd be applied to any conponant until after CI bras/sf end 4,oaallenonofto sissthher robebEty f1 the,�rtlo.N.ntrwor.nem, fasteners are complete and et no lime should any loads greater than end gra assumesign or'dry trusses re toub e. TRANS ID: LINK design wads be applied to any component. B Deignpump full at all wppoae mown.Shim or wedge if B.CampeTrushas nocontrol over and assumes mreapanrallryhrthe Po, m ,,ry, EXPIRES: 12131/?017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage hprovided. January 29,2016 S.Thin design is furnished subled to the limitations set forth by B.Plat...hail be located on both faces of gum,and placed so their center TPIIWICA in SCSI.copies of which will be furnished upon request. Ines coincide with join center lines. 9.Digits Indicate she of plata In Inches. MITek USA,Inc.ICompuTme Software 7.6.7(1L)-E t0.For basic connector plata design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ft1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-5=(0) 0 BC: 2x4 KDDF 91dBTR SPACED 24.0" O.C. 2-3=(-301) 251 3-9=( -78) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -19/ 325V -92/ 231H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.2" -181/ 262V 0/ OH 1.50" 0.39 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" -99/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 4 -I MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.002" ( MAX TC PANEL LL DEFL = 0.011" @ 1'- 8.7" Allowed = 0.291" MAX TC PANEL TL DEFL = 0.010" @ 1'- 8.7" Allowed = 0.937" MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ') :Ti load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads ,o in the plane of the truss only. o 1 o �� 6�� 0 M-3x4 y y y y ��¢ED P R 04.c., 1-00 4-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,3,5,9 I -. !NV INE,fi , �0 ' V89200PE �<` JOB NAME : NRT 5 PLEX 201-205 - FJ3 ' -‘4101.34:'' ''' Scale: 0.4959 WI Bold.: GENERAL NOTES, unieup omerwise eparam to -32-, � OREGON �4, /.Builder and erection contractor should ba edvhad of all General Notes 1.This design b based onN upon me parameters shown and b fur an individual (a Truss: FJ3 and~rings bebre oonelruclbn commences bulling component Applicability of design parameters and proper 2.204 campre Won web bracing must be installed where shown 4. Incorporation of component Is ms responsiblUty of IM building tlesignar. I/� .. o O�. �'W.. 3.Additional temporary bracing b Insure stable%during construction 2.Design e.umdd IM by and bosom chords to be faleralhy braatl at �,./ 1 6`'.. !!! by 6 the responsibility of be erector.Addebnal permanent bracing of T nrin and sheathing 7 a hn.rsuch as ply wood.bread TC)a d/r dryeir length), eL' F:I - conMueus rgingor such as plywoodcshe d where s cowlsr drywall(BC). DATE: 1/28/2016 me overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required.lira shown.. SEQ.: K1690980 4.No load should ba appA.d to any compon.nt OHU.0.,.9 bracinG and 4.Inn/s.balbnofbusisthe,.bWutetll serrespective mctivec moo manl, fasteners are complete and at no time shouts any bads greater man end Design Iaaumeor'dry susses are to be TRANS I D: LINK design beds be applied W any component. B.Design mcomassumes mes full bearing at all supports blown.Shim or wedge if EXPIRES: 12/31/2017 B.Com Trus hes no control over and assumes no responsibilityfur the fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage 6 provided. SJanuary 29,2016 .This design Is furnished subject to me limitations form Plebs B.Plea shell be located on both faces of buss,and pieced so their center TPI,TCA In SCSI,copies of which will be furnished upon request. linea coincide with joint anter Ion.. S Digits indiale size of plats in Inches. MITek USA,Ino./ConlpsTrua Software 7.6.7(1L)-E to.For basic connector plats design values see ESR-1311,ESR-10813(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 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-160) 146 4-5=(-255) 239 4-1=(-199) 82 BC: 2x9 KDDF #16BTR 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/ 193H 5.50" 0.30 KDDF ( 625) 3'- 10.5" -84/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.027" @ 1'- 8.7" Allowed = 0.239" MAX TC PANEL TL DEFL = 0.024" @ 1'- 8.7" Allowed = 0.358" MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.0" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.0" 3-06-12 0-03-12 4 1' 1' Design conforms to main windforce-resisting 12 system and components and 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=l.6, M-1.5x3 3 -, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1 M-3x9 'i m 1 fli - f c in 1 coi .* f Ii:. � I _, 4.. .. 5 M-1.5x3 M-3x4 y 3-10-08 y ��90 PR°pet. 89200PE• 1.' JOB NAME : NRT 5 PLEX 201-205 - FJ4 Scale: 0.4659 {y'''^'�� ialir ''•' /}. WARNINGS: GENERAL NOTES, unless otherwise rated - .•I C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the perimeters Mown and Is bran Individual / PSI e.. Truss: FJ4 end Warnings before cos Moniker continences. building component.Applicability of design parameters and proper L NN 2.204 compression web bracing must be Installed where shown 0. Incorvoranan of component la me responsibrnry or the building assigner. / q ,�4 2.° ..`..... 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chows to be laterally braced at *the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10.o.o.respectively Mess braced throughout their length by • • 41$7i raw. DATE: 1/28/2016 the overall structure is the responsibility of buildingas continuous rigorg laterabs eoleg requiredplywooesheathing(TC)wheresend/or drywall(BC). "'R:R:IL� apo y o .qn.r. 3.a Impact bridging or lateral br,Gng where mown.. SEQ. : Ki6 9 0 9 81 4.No wad should be applied to any component until eller all bracing and 4.Installation of rues la the responsibility of the respective contractor. fasteners are complete and at no time should any wads greeter than 5.Design assumes trusses ate to be used Ina non-corrosive environment, TRANS ID• LINK design loads beapplied toany component. and are for"dry candboeotum. 5.CompuTrue has no control over and assumes no reeponelbllny for the EDesign es tees toil bearing et all support.shown.Hhie or wedge if EXPIRES: 12/31/2017 fabrication,hendbtg,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 29,2016 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of toss,end placed so their center TPINVICA M SCSI,copies of which sri:be furnished upon request. Imes coincide with joint canter line. • 9.Digits Indicate Mie of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values me ESR-1311.ESR-1988(MRak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF $1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 129 5-6=(-259) 246 5-2=(-403) 161 BC: 2x9 KDDF #150TR SPACED 29.0" O.C. 2-3=(-166) 199 2-6=(-205) 227 WEBS: 2x4 KDDF STAND 3-4=( -15) 7 6-3=(-170) 169 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -39/ 440V -104/ 163H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -85/ 213V 0/ OH 5.50" 0.34 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 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 = -0.009" @ -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'- 0.9" Allowed= 0.373" 3-08-04 0-03-12 1 1 ( MAX HORIZ. LL DEFL = -0.001" @ 3'- 6.5" MAX HORIZ. TL DEFL = -0.001" @ 3'- 6.5" 12 8.00 (7 M-1.5x3 9 -/ Design conforms to main windforce-resisting 3 system and components and cladding criteria. P. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N M-3 x 9 ,:1 0 cr2 N ti I r 1 I 1111111111111111111111111111..- MIN 5�� 6 M-1.5x3 M-3x9 1 1 1 1-06 4-00 (7€0 PR�FFss__.4GI•I N E,F� /0 z 9200P 'r JOB NAME : NRT 5 PLEX 201-205 - FJ5 Scale: 0.5013 WARNINGS. O.This dedesign NOTES, unless otherwise the meed 0 Cr 7 "�OR EGON Ot �4/ 1.Builder and erection contractor Mould be advised of all General Noise t.Thh design h based only upon the penmden shown end Is for an kldlvltlual C Truss: FJ5 end warning.before construction commences. building component.Ap,Sadby of design parameters end proper z.Rs4 compression web bracing must a Installed where Mown.. Incorporation of component is the r.aponrdlly of the building designer. //� '9 Y 2�� .j,`.. 3.Atldlllmel temporary bracing to insure stability tlurtlp construction 2 Design assumes the top and bottom oherds b be laterally bread al +CJ 1 4. ... h the n.poaldPoy of the erector.Adtlslonal pennManI bracing of 7 c.c.end at 10 o.c.resped0ey unless braced throughout their length byAli ` ‘-‘- DATE: 1/28/2016 the overall structure b the responsibility f the build da 20spasa sheathing such l b plywood uirsd whet.shownbuilding Impact bridging lateral booing required where .. SEQ. : El6 9 0 9 8 2 4.No load should be applletl to any component ustll alter all bracing and 4.Installation statatio of tombusses responsibility of CO respective e contractor.n fesienas are comp5.ete and at no time should any lads greateraed Design for'thy anmc are used use. TRANS ID: LINK design loads beapplied bany component. 6.Design assumsslWpp lbowingatatsuortsshown.ShimorwedgeIf EXPIRES: 12/3112017 5.Compurrus has no control over and assumes no responsibility for the _ Iedb.lbn,handing.shipment and Installation ofcomponenis. 7.Degn:ssumes adequate drainage is prodded. January 29,2016 6.This deign Is furnished subject to the limitations B.itations set forth by Plates shell be located on both faces of bso ca truss.and placedtheircanter TPIANfCA Sr SCSI,copies of which will be furnished upon request. Ines coincide with Joint anter lines. 9.Digits Indicate sloe of plata In Inches. M)Tek USA,InciCompuTrus Software 7.6.7(11.)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITak) 1 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 45.0 PSF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed - 0.147" ,� 1' MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12.00 1-27 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), i' load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. v oN oi o O O 4 M-3x4 l l y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I <c 0 PR OFFS ‹' ONGINEE9 /029 89200PE f JOB NAME : NRT 5 PLEX 201-205 - FSJ1 ...4/111411111 :".<Scale: 0.6558 y� 460 : -.mg WI.Builder GENERAL NOT b uMaupomhepara0.1.noted: -f7� OREGON �`V 1.BuNMr arM erection minder should be advised or all General Notes 1.TM design b Med only upon me parameters Mown and I.for an Individual Truss: FSJ1 and Warnings before construction consume. wilding component.Applicability of design parameters and proper 2��Su 2.2x4 compression web bracing must be installed where shown.. mcorporatlon of component Is me responsibility of the building designer. /O 4:;;R11:1411.2:\0:\0..4 / 1 3.Additisnel temporary bracing to(come Mobility during construction 2.Design.pumas the cop and bottom abulia b be 41MIty Bol l•1 �P N the responsibility or the erector.AdtlNbnel pemwrront bnceq of continuous o.c.end n 1 a o.c.respecti•l unless baud through ut their length by DATE: 1/2 8/2 016 m•overall ewdme fa the responsibwy of the wkding designer. w.daha•g or sten I b ecbgplywore tired n.:..)own o arywngfic). E'R R �-�. 3.2e inspect bridging or lateral beans required where shown.. SEQ. : K 16 9 0 9 8 4 4 No bad should be appked to any component until after aN bating and 4, Ifalbn of trues trusses Is hrespo responsibility of in co respective tie contractor.n on fastener.are complete and al no time should any beds greater than Design mums TRANS ID• LINK design beds be applied to any component. and are for"dry condti on of use. 8.CampuTrus has no control over ane assumes no responsibility for IMshipment6.Design stews full bearing etas supports shown.Shim or wedge If EXPIRES: 12/31/2017 memfabrication,handling,shipandbn•Iletion of components. 7.Design assumes adequate drainage is provided. January 2.7(�,201t 6 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be touted on bah feces of buss,end pieced m(bee center TPI(WfCA In 8C01.copies of which will be furnished upon request. Imes coincide with joint center Imes. 9.DIM indicate size of plate In inches. MITek USA,InciCorrpuTrus Software 7.6.7(1L)-E i0.For basic connector plate design values see ESR-1311,ESR-1988(MM) • 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 91&BTR LOAD DURATION INCREASE = 1.15 1-2=(-535) 260 5-6=(-414) 417 5-1=(-892) 324 3-7=(-168) 199 • BC: 2x9 KDDF (414)BTR SPACED 24.0" O.C. 2-3=(-588) 310 6-7=1-148) 600 1-6=(-164) 616 7-9=1-112) 666 WEBS: 2x4 KDDF STAND; 3-4=(-763) 193 7-8=1 -61) 82 6-2=(-128) 208 4-8=(-883) 246 2x9 KDDF 1416BTR A LOADING 6-3=1-452) 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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 1017V -426/ 336H 5.50" 1.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. '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 = 0.017" @ 13'- 9.4" Allowed = 0.667" 7-01-01 13-09-15 MAX TL CREEP DEFL = -0.034" @ 13'- 9.4" Allowed = 1.000" 1 1 I 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 I T 12 12 8.00 11M-4x9 Q 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 2 4`'( Wind: 140 mph, h=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, {6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x9 f 11111111111111111k 411111111111111111 iAh;r34 o1 l 1 co 0 1 5 *• 6 7 **0 M-1,5x3 M-3x8 0.25" M-1.5x3 M-5x6(S) EpPROF y 7-01-01 6-09-02 y 7-00-13 ; C_ ��G,INF �s% 2 zo-11 sit 89200PE 9r JOB NAME : NRT 5 PLEX 201-205 - IIS +/ '�,,.�. Scale: 0.1959 �y.. WARNINGS: GENERAL NOTES, 1.11110“om.rwae Med: tel. 1.Builder end nedbn contractor Mould be advised of ell General Note• 1.This design A bawd only upon me parameters shown end I•ter an individualA_OREGON 44.,Truss: Ii S end Warnings before nnrrucuon nnos.nces. bulking component.Applicability of design promoters and proper y L,. 4,1Y 2O� 1� 2.b 4 compr...bn web typing must be Installed whore shownIncorporation of componentcomponenta m.'availability elm.building designer. <O 14 PT Additional temporary bracing Inane debility during 2.Design assumes the top and bottom chords b be laterally brand al 3.Ad Is IM responsibility of the anotia.Additional permanent bracing of z o c.and at la o.c.raep.dNey unless bawd throughoutln.lr length by DATE: 1/28/2016 m.overall structurek*the ra.pornlblay of m.brya designer. conanuou•N.alNrlg such as plywood neamnp(Tc).cote«arywall(Bc). MFR R I I..- "g 3.a Impact brbpng or lateral Nacep required where mown*• SEQ. : K 16 9 0 9 8 5 4.No bed should be applied to any component until eb.r all br.omg end 4.Installation of trues N the responsibility of be respective conhedor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to b.used Ina non-corrosive environment, end are for"dry condition'of use. TRANS I D: LINK a.lgn bade a applied to my component.5.CompuTw has no control ave end assumes no responsibility for IM 6.Design assumes full bearing at ell supports shown.Shim or wedge 1f EXPIRES: 19/31/2017 fabrication.Bending.shipment and bstalatlon alcompanena. 7.o„Ige ammnes!Wagtails dfaln.g.A provided. January 29,2016 O.This design I.and.hed babied to the limitations wit form by B.Pateshall ap bated ated on bothfeces.of truss.end paced w their center TPIANTCA in SCSI.copies of which will be lumished upon request. bee coincide with)Dint untet An.. 9.Digits Indicate sae of pate in Inches. MITek USA,InciConlpuTrus Software 7.6.7(IL)-E 10.For basic conuedon plate design vette.see ESR-1311,ESR-1908(SUP) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 99 2-10=(-289) 1999 10- 3=( 0) 266 19- 7=(-992) 168 BC: 2x4 KDDF MISBTR SPACED 24.0" O.C. 2- 3=(-2476) 906 10-11=(-291) 1997 3-11=(-395) 109 7-15=( 0) 301 WEBS: 2x9 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 PSF 5- 6=(-1483) 438 14-15=(-294) 1891 11-13=(-166) 1141 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1990) 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. 0'- 0.0" -263/ 1845V -326/ 328H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -267/ 1845V 0/ OH 5.50" 2.95 KDDF ( 625) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/360, TL-L/290 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.106" @ 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" 1' 'f , MAX TL CREEP DEFL = -0.015" @ 38'- 6.0" Allowed = 0.150" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 f I f ,y . f 1 MAX HORIZ. LL DEFL = -0.050" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 12 12 rn M-6x8 8.00 Q 8.00 6.0" Design conforms to main windforce-resisting 5 ,(( system and components and cladding criteria. Wind: 190 mph, h269ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, 111111„1," End verticals) are exposed to wind, M-1.5x3 Truss designed for wind loads Al 1,11IIIIIIIIIIN in the plane of the truss oly. M-5x6(5) M-5x8(5) • 0.25" 0.25" 3 7 11111111111111iiik 0 .0. p 1/� l0 I 111111 .. oof M-3x6 M-1.5x3 0 M-€4c8 M-3x8 0.259 M-1.5x3 =M-9x9..... . .... .................. ...Ni,e o M-1.5x3 M-5x6(S) o y y 'I , , , 1 , „'Cl`- PROFF 5-09-04 5-07-04 6-02-07 5-09-06 6-07-01 7-00-10 '`` GIN �'s/ 1 l 1 l �5 (N F D 1-06 11-02-12 25-09-04 1-06 V' v �T ?i y 37-00 y .� 89200PE 91- JOB NAME : NRT 5 PLEX 201-205 - 12 Scale: 0.1478 �j -.,` iill �, WARNINGS:.BaUd. GENERAL NOTES. unless uponthrivise eparam to "y>0• OREGON �� 1.Builder aha ereceon connector should b advb.0 of all Demirel Not. t.Ibis design N based only upon the parameters shown and Is for an Individual .44 TrussTruss: : 12 and ghming.before aonebuction commences. bullring component.Applicability of d•.lgn p•rsm•tere and proper N g.204 compression osis bracing mat a installed where.Mora.. incorporation of component W the responsibility of the building atlgner. /O ui}, 14 201 - 8.Additional l.mpotory br•dnp to Into stability during an•trudbn I.Design.rums IM top end adorn chords b a Morally braced et w P la the raapoaibHHy of ms erector.Additional permm.l brsap of z o c.and at I a o.c..059.s sly unless bind throughout their length by [/'+�., ` NV DATE: 1/28/2016 the overall structure Is the,. nelbl I the bullring designer. continuum ah•ing orng lateral b pcwcod required where s ownend/•drywstl(BC). `R R 1�-�"' •w qtv o 3.z»Impact bridging or lateral braang r.quksa whars.noun,.. SEQ. : K1690986 4.Ne bad.hoaid Ha applied Is any ceepenast aflIN iSaIaH b,.ohg and 4.Da llationoftru shMerrabbeurly of contracto •Nronr. Whiners are complete and at no time should any bads greeter than gn assumes align bade be applied M any component. and are for"dry condition'of use. TRANS ID: LINK B.Compslsl.he.nocontrol over and assumes nora.ponhbrlllyfor the 8.Design assumes full beedngetall support.shown.Shim orwedge If EXPIRES: 12/31/2017 mmeumry. Wbrketbn,handing,shipment and installation of component.. 7.Design arum.adequate drainage W provided. January29,2016 H.This dehgn le WRahud=b)ed b the NmReans set forth by B.plates shall be located on both faces of truss,and paced•o their anter TPIIWPCA b SCSI,copies of whish will be furnished upon request. foes coincide wen joint center Ones. g.D48.Indians.lze of plate M Inches, MiTek USA,InciCompuTfue Software 7.6.7(1L)-E 10.For bask connector piste design values see ESR-1311,ESR.IN88(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 k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 5-6=(-295) 216 5-2=(-531) 129 4-7=(-278) 158 BC: 2x4 KDDF 013BTR SPACED 24.0" O.C. 2-3=(-248) 106 6-7=( -55) 79 2-6=( 0) 199 • WEBS: 2x4 KDDF STAND 3-4=(-154) 87 6-3=(-105) 119 LOADING 6-9=(-129) 181 TC LATERAL SUPPORT 24"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -- - - - --- 0'- 0.0" -59/ 518V -96/ 130H 5.50" 0.83 KDDF ( 625) I NOTE: 2x4 BRACING AT 29"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -50/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED -- ---- - -- -- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: 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" i 1-11-11 5-03-05 1' 1 1' MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.3" 12 MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.3" 12.00 M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 9 Wind: 190 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4,40 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 i .0 liiiliii m1 ri N I r 0 I 111 iMMM6l6iiijIIIMMIIIIIIIIIIIIIIIIMIIIIrAIII 5�� 6 7 M-1.5x3 M-1.5x3 M-3x8 • l 1 1-08-08 5-06-08 J• 1 l 1-00 7-03 ���Ep P R pFFss ,\' I NEER /ge. 89200PE r JOB NAME : NRT 5 PLEX 201-205 - J1 `�/�= Scale: 0.4956 -.-" 1.WBuilder O.ThS L daNOTEb, Moos otherwise noted: J/ OREGON .^'e. 1.BUYMr and erection contactor shouts be adv W 0 d all General Notes 1.Ibis design la bawd only upon me parameters Mown and I.ten an IMIVIEUN 7f Truss: J1 end NYmkgs beton construction commences. Wilding component.Applicability or design parameters and proms 2.204 cwnpremon web bracing must be SNOW where shown.. incorporation of component1a me raaponrbirry of m.bAblrg aeslgn.r. /O '/)' 14 2�1 * 3.Additional temporary bracing to Insure were/Curing constructor2Design a•wme*IM by and bottom chores b M Mangy braced•1 le the nspocelbiwy of the•n.do AEEabnsl permanent bracing of 7 o.c.end at ID as.respectively otos..braced throughout their length by ^^j} V.' etch sheathing suas plywood l (TC)and/or drywall(BC). 414 !1 R 11� DATE: 1/28/2016 the smell structure Is the responsibility or the building designer. 3.24 Wiped bridging or lateral bracing requiredad where shown.e SEQ. : Ki6 9 0 9 8 7 a No bad should be applied to any component until Mer all bracing and 4.mSallatbn of trues H the responsibility of B.respective contractor. fasteners are complete and at no Ilee should any load.greater man 5.Design mums trues••are to b•used In.noncorrosive environment, TRANS I D• LINK d•*pn bads b•applied to any eompon•nl. and Sr.for antinion'of use. 5.Compurru.ha.no control over and assumes no responsibility for the 3.Dehas full Waring at all supports shown.Shim or w.dg.a EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design swum.*adequate drainage H pmvIded January 29,2016 8.ThH deYgn I.rurNNad subject to me YMtatlons sot form placedMeg by 8.Plates shall be located on both fasts of truss,and placed so k center TP WJTCA H SCSI.copies of which Mil be furnished upon request. Ibes coincide with Joint center Ilnes. MITek USA,Inc./CompuTme Software 7.6.7(1 L)-E to.Digits b•inapt* coe fel inches.e kt connector Wets ora gra values we ESR-1311,ESR-1968(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/Cg=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 BC: 2x4 KDDF @l&BTR SPACED 24.0" O.C. 2- 3=(-2007) 410 8- 9=(-277) 1855 2- 9=(-300) 124 5-12=( -38) 457 WEBS: 2x9 KDDF STAND; 3- 4=(-2044) 566 10-11=( -3) 20 3- 9=(-972) 282 12- 6=(-953) 181 2x6 KDDF STAND A LOADING 4- 5=(-1447) 437 11-12=(-229) 1451 10- 9=( 0) 99 6-13=( 0) 294 LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=(-1889) 910 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- 9=(-309) 1078 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 45.0 PSF 11- 4=(-153) 661 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ^^ For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 1643V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 36'- 6.0" -255/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. '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 = 0.098" @ 11'- 0.5" Allowed = 1.186" MAX TL CREEP DEFL = -0.196" @ 11'- 0.5" Allowed = 1.779" MAX HORIZ. LL DEFL = -0.097" @ 36'- 0.5" 17-03-15 19-02-01 MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" T 1' 1' 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 f . 4 4 . f f Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 8.00 HM-6x6 Q 8.00 Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 6.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 4,-,( load duration factor=l.6, *44.44 iM End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. -3x4 M-1,5x3 3 M-5x6(5) M-5x6(5) 0.25" , AI 0,25" 2 19, J'-,II1^M-5x6 M-185x3s I_ 111"11111/11111111111111111111111h:-4x6 o ^' .-1, M- X8 1112 13 ^q M-3x8 0.25" M-1,5x3 : o M-1.5x3 M-5x6(S) y y y l y PEF't5-06-04 5-07-04 6-02-07 5-09-06 6-07-01 6-09-10 <CI . 4 . GN � / � A? 04. 25-06-04 j 36-06 y ,,_444 :9200PE 9�' JOB NAME : NRT 5 PLEX 201-205 - 13 Scale: 0.1508 f„li/111, ,•0°' . j41111111. 1.BuWARNilder GENERAL NOTES, any upotfthe par noted. 7/ "�OREGON �.1 1.Bultler entl erection contractor should be advised(hail General Nolo I.This design b bawd only upon the pmmsten shorn and i.for an individual w. Truss: 13 end Nhmkgs before consirucben commences. burgling component.ApplabRty of design pawn...rs end proper �f 2.254 compression web bracing must be ambled where shown.. bcorporsibn of component b the responsibility of Me building designer. /O 'I y w 2-0\ } 3.Additional temporary bracing to Uwe etblHy during construct/on 2.Design assumws the top and bottom chords to be laterally Dread et Y -�Q. by b the responsibility of the erector.Additbn.l pemwnent bracing of 7 continuous end sl ea hin.such as ply nssdunle.eepd(7C)anchor Meir length /II R 11..L conhnueus shaelWrtp such as plywood required where srMbr erywall(Bc). DATE: 1/28/2016 Gro overall structure b the repwnYWNty of the building designer. 3.3 Impact bodging or Were'bracing required where Mown•• SEQ.: K1690988 4.No bed Mould be applied Is any component until eller all bracing and 4. 11etbn of hu..theasspoos be ItweyEI t.ertro�rtive ce ontractor. fasieners are complete and at no time Mould any bads greater than nvironment, and Design for"dry trusses sr of use. TRANS I D: LINK design bads be Implied to any component. 8.Design assumes full burring et all supports Mown.9hkn or wedge l! 0.compurrue has no control over and MUMS no responsibility for the ae,,,,ry, EXPIRES: 12/31/2017 fabrication,handling,shipment and lnstalbllon of components. 7.Design assumes adequate drainage b provided. January 29,201 6 9.NH design Is furnished wbMd to the limitations eat berth by 8.Plates slam be located on both feces of truss,and plane so their anter TPNNfGA In SCSI.copies or which will be fuMeMd upon request. Ines coincide with joint canter lines. S.Digits indicate she of plate in Inches. MiTek USA,Inc./CompuTrue Software 7.6.7(1L)-E 1g.For basic connector plate design values see ESR-1311.658-1900(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 @1SBTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-196) 217 6-2=(-531) 169 BC: 2x9 KDDF @1LBTR SPACED 29.0" O.C. 2-3=(-298) 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. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5-8=(-278) 192 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA -- --- - LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"0C UON. FOR LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -79/ 518V -96/ 131H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -56/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) .....___________......______--------- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 .. 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" / I 1' 1' MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" 1-10-09 2-01-07 3-03-05 MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" f ' '( 1' MAX BORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 1 Design conforms to main windforce-resisting 12 4 system and components and cladding criteria. 12.001:77 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, M-9X6 Truss designed for wind loads in the plane of the truss only. 3 M-3x9 s 4D nn M-3x9 0 rn I 0 ti r -/ M-1.5x3 M-1.5x3 M-3x8 l l 1-08-08 5-06-08 .(! Py R Oren 1-00 y 7-03 l ��``C�,NG'E^ s/O ic. ,' 89200PE v JOB NAME : NRT 5 PLEX 201-205 - J2 Scale: 0.3716 v WARNINGS: O.7115d NOTES, unless otherwise robe: OREGON 4, 1.Builder and erection contractor mould be advised of all General Nobs 1.buil i design Is tient pp upon y the parameters mown and b for an individual Truss: J2 dist Warnings beare construcibn commeroes. building componsnl.AppanbWly of design parameters and proper 2.2d/compesebn web bracing must be Instilled where mown•. incorporation of component 1e me rseponstbly al me budding designer. LSO '9Y 14 12.° 3.Additional temporary bracing b Insure stability dung construction Z.Design assumeso n by and bonen chords b be fatenlry Dread at 4 _°�I1 b IM reeponslbRy of the erector.Additional permanent tracing of 7 o.c.and at 10 o..respactNely unless braced throughout their length by continuous meetNrp such es plywood mesmng(TC)and/or drywall(BC). F/i R I 1 1�.. DATE: 1/28/2016 the overall structure is IM responsibility of me building designer. 3.2i Impact bridging or lateral bncng required whore shown•• !l SEQ. : K 16 9 0 9 8 9 4.No load mould be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time mould any bads greater than 5.Design ateumes trusses we to be used Ins noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and m or"dry cored on'ofuse. 5.CompuTrus hes no control over end assumes no responsibility far theS.MGlpwaseu n*full Gednp el all supportsmown.Slim or wedge If EX P I RES: 12/31/2017 fabrication:handling.shipment and Instal55on of components. ry 7.D..wnmum.adeatedraInsg°by°w"°d. • January 29,2016 S.This desiIsMmw gn fued b)ect to Ow limitations set forth by S.Plebs shell locatedbe located on both faces of truss,and pse their elr center TPIANCA in SCSI copies of which will be furnished upon request. lines coincide with)oAM Anter Ines. 9.Digits indicate We of plate In bones. MITlk USA,IRCJCompuTws Software 7.6.7(10-E to For basic connsctor pieta design values see ESR-1311,ESR-1888(WWI • This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 DF 2900F; LOAD DURATION INCREASE = 1.15 2x9 KDDF #163TR T3, T9 SPACED 29.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #16BTR WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce—resisting LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 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), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End vertical(y) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M-1.5x4 or equal at non—structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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 I T 1' 8-04-08 9-02-07 5-10-01 6-00 7-07 T T T T T T 12 12 8.00 (IM-9x9 Q 8.00 4.0" 4 ,h( 4) M-3x5 4 M181-15-5x16(S) ill 001 , 0.25" • t✓��� M-5x8(S) a� 0. 5" 111111111°* /- M-9x8�r,� • nuillHellIlliill'MillHlliom.-- - 1161, Al Aid illith CD ar rei ~ M-9x10 eO.25" M-3x6 M-11 5x3 +\ M-5x6 M-5x8(S) M-9x6 l 8-01 y 9-05-15 L 6-01-09 l s l0-04 l 7-os-o9 l :� �D I N E'. ss �GINEk. O l ), y fit' 9 1-06 37-00 oir89200PE 9f JOB NAME : NRT 5 PLEX 201-205 - IFW 411"Scale: 0.1978 :. '' moi WARNINGS: GENERAL NOTES. unless otherwise noted 10 OREGON �� • 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters Mown and Is for en individual // w- 1 Truss: I FW and Warnings before construction commences. building component.Applicability of design parameters and proper 4' • 40" \114 20\'j�p�!� 2 zs4 compression web bracing must M installed caner.shown.. incorporation of component.ms responeibi ity of Me building designer. /© 14 IC?;?'"i`�. • 3.Additional temporary brewing to Maur.stability during construction Z.Design spumes the top and bottom chortle to be laterally bead at fa the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 1 O o.c.respectRaly unless Mead throughout MeV ry length by I • DATE: 1/28/2016 the overall structure A the responsibility the buildingdesigner. To impact sheathing s'latebac plywood shoe where shown) s drywail(BC). M�'R R. a+� Nr o b 3.a Imva bridging or lateral bracing required where mown.. SEQ. : K1690990 4.Noloadshouldbeappledtoanycomponentuntiafteratbracingend 4.o.ilie.wfttr in...hereroeeblllt ofthe r in a �cto...trvicor.n.m, fasteners are complete and at no time should any bads greater Men end gra for"dry Moses're use. TRANS ID: LINK design bade be applied to anycomponaM. a.Design assumes mu has pat all supports shown.Shim or wedge if A compuTMehas nocontrol over and mimes noresponeblNty for the ry. EXPIRES:- 12/31/2017 fabrication,handling,shipment and inwllationofcomponents. 7.Designas.aassumes adequate drainage le provided. January 29,2016 8.This design Is furnished subject to the limttetsns set forth by B.Mates shall be loafed on both faces of truss,and plated so their center TPISVTCA In BCSI,copies of which will be belched upon request. lines coincide with joint anter Ibex. B.Digest indicate size of plate in Inches. MITek USA,Inc./CompuTrue Software 7.6.7(1 L)-E 1a For basic connector plate design values see 155-1311,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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-185) 218 6-2=(-531) 185 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-248) 149 7-8=( -53) 71 2-7=( 0) 195 WEBS: 2x9 KDDF STAND 3-9=( 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= 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -101/ 518V -97/ 132H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -102/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 M-1.5x9 or equal at non-structural MAX LL DEFL= -0.001" @ -1'- 0.0" Allowed= 0.067" vertical members (uon). MAX TL CREEP DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" MAX LL DEFL = 0.017" @ 2'- 0.0" Allowed= 0.211" MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed= 0.317" ** For hanger specs. - See approved Faalt-11 1-03-05 1' 1' '1 MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" 1-10-09 3-10-04 1-06-08 MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 1' 2-00 Design conforms to main windforce-resisting 1 f system and components and cladding criteria. 4 12 Wind: 190 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 [7 (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 ll 3 M-3x9 �O M-3x4 2 m � f 1! of 1 ��as Ill fc. a 6 7 ** 8 M-1.5x3 M-1.5x3 M-3x8 .1, J.,y 5-06-08 y �.(t P 6', .. ; ; ; • N 1 N ELc /p L' 89200PE • r' JOB NAME : NRT 5 PLEX 201-205 - J3 / 0r Scale: 0.2909 ,� `, 4040 . WARNINGS: GENERAL NOTES, unless omerwlwnoted: # OREGON tvCC 1.ender and erection contractor should be advised of ell General Nota. 1.This design Is based only upon the parameters shown and Is for an Individual Truss: J3 and Warnings before construction commence. billeting component.Applicability of design parametere and proper ryry !� ` 2.2s<wmpre..lon web brectng must be Installed where shown+. Ncorpondon of component Is he responsibility of the building tleegnar. �e , y 1A AQ �� 3.Additional temporary bracing la insure stability during construction 2.Design maims IM lop and bottom chords to be Morally brand at �l '4 6 Is the responsibility of the erector.Additional permanent tracing of 2 oon and.t 1 O e.c.reepectNely thane.brand throughout their length by (/'+mow t DATE: 1/28/2016 ha overall structure k the responsibility I the build da continuous shging or such.s wing replywood sheet Where and/or etrywal(BC). ^'R RI s+� apo y o re designer. 3.2s Impact bridging or labral bracing required wMre Mown.. SEQ.: K1690991 4.Nobedshould be applied to any component until after aNbraGngand 4.Dnestahabonofnoseamhisr�beulanyofthed in a aspectiivecoive tactor.environment, hennas are complete and at no time should any bads greeter than gn.names Milan loads be applied b any component. and ars Ior'dry condition'of use. TRANS ID: LINK 5. CoePTru.85.no oonBaI oo.r and Saxon.,no,se8on6b489 Is, . e.Design assumes hal bearing atashsupports Mown.Shim orwedge II EXPIRES: 12/31/2017 fabrication.handing,shipment and installation of component.. T.Dagnassumes adequate drainage Is providetl. January 29,2016 8.This design Is famished abject to he limitations sat forth by 8.Plates shall be touted on both fanMir of truss,and placed we ir center TPIMWCA In SCSI,copies of which will be furnished upon regn.t on..coincide with slot canter(loss. 9.Digits Indicate alae of piste b Inches. MITek USA,Inc./ConlpuTrue Software 7.6.7(11)-E 1o.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 1COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) BC: 2x9 ROOF #1a 'COND. 3: 150.00 PLF SEISMIC LOAD. I BTR SPACED 29.0" O.C. WEBS: 2x9 ROOF STAND; Design conforms to main windforce-resisting 2x10 KDDF #2 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=25.7ft, TCDL=6.O,BCOL=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), LL= 25 PSF Ground Snow (Pg) load duration factor=1.6, ADDL: BC CONC LL+DL= 5371.0 LBS @ 3'- 7.5" End vertical(s) are exposed to wind, ADDL: BC CONC LL+DL= 6169.0 LBS @ 29'- 9.5" Truss designed for wind loads in the plane of the truss only. BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Note:Truss design requires continuous • bearing wall for entire span UON. 17-06-15 19-05-01 T 1' 1' 4-00-04 6-10-04 6-08-07 6-09-13 6-03-04 6-04 T T T T T f 1' 12 12 B.00 IIM-9x9 8.00 4.0" 5 .yy 4 • M-5x8(5) 7 . 0.25" M-4x12 M-5x8(5) 0V.25" i M-9x12 3 • M-5x6 2 in !gyp r 11 % ! o f IWIIIININETAINNOMEMMINIMISMingtomoso 4,1-, 10 11 12 13025" i 19 15 M-6x16 M-3x6 . M-6x16 M-1.5x3 0 M-5x6 M-5x8(5) M-4x6 1 1+5371# 1 1 +8169# 1 y > ,O PRO,ce 1 1 3-02-12 7-04-03 7-00 7-07-05 5-07-08 6-02-04 y , C�Nc1N,E , -lin 1-06 37-00 .I: 89200PE 9c" JOB NAME : NRT 5 PLEX 201-205 - IGIRD G rL Scale: 0.1978 ,14, (}'�' 110 WARNINGS: GENERALThis iNOTES, unless onthe erseatd: 7� % OREGON ��'^• 1.Builder end erection contractor should be advised of all General Notes 1.ThIe design h bawd only upon the parameters Mown end Is for Cr Individual OREGON w: Truss: IGIRD and Warnings before construction continences building component.Applicability of design parameters and proper '9 to 2.2s4 compression web bracing must be Installed where Mown.. Inmrporatlon of component Is Me rasponMblHty of Me building designer. .�/k y 1 A A O* �"1+. 3.Additional temporary bracing to insure Nebllsg during construction 2.Design assumes the top and bottom chorda la be laterally braced at IC.� Y 4 is the responsibility of the erector.Additional permanent bracing al 7 o.c.andat I0 o.c.respective,/unless braced throughout their length by • DATE: 1/28/2016 the overall structure left m IMI of bund) de o3mnp a Mging or each l b plywood meed where end/or tlrywan(ecj. FR R I�-�" w^^e ny o ng designer. a.2v impact bridging onelerel bredng required whero shown+. SEQ. : K1690992 4.No load should be applied to any component until rater ell bresngand 4.Design .illationoftmiruMsthhere.me.�eys sego mctoero.wicor.n.m, fasteners are complete end at no tee should any loads greater Man and a e anusesdry trusses re to be TRANS I D: LINK design loads be applied to any r end assumes 6.Design assumes full bearing ct en•uppoda mown.Shim or wedge It 5.CompuTrushas no control over and assumes^o responsibility for the raceme', EXPIRES: 1 Z/311201 fabrication,bendiing,shipment and Instalisnonofcomponents. 7.Design'resumes adequate drainage Is provided. January 29,2016 6.This design is?weaned subject to the limitations sat forth by b.Plates shell be boated on both feces of buss,and placed so their center -" TPINdTCA In SCSI,copies of which will be furnished upon request. lines coincide with!Gni center lines. 9.Digits Indicate size of plata In inches. MITek USA,Iec.iCompuTNn Software 7.6.7(1L)-E 10.For bead connector plate design values see EBBSIt1,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 N1aBTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 84 2-6=1-230) 350 7-6=1 0) 30 BC: 2x4 KDDF #laHTR SPACED 24.0" O.C. 2-3=1-420) 283 7-8=1-175) 265 6-3=1 0) 63 WEBS: 2x9 KDDF 81aBTR; 3-4=(-375) 334 3-8=1-262) 172 2x9 KDDF STAND A LOADING 4-5=(-115) 14 8-9=1-326) 360 LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 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/ 999V -180/ 390H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -203/ 458V 0/ OH 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.067" 3-11 4-00-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.100" T .1 ,, MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed= 0.211" MAX TL CREEP DEFL = -0.044" @ 3'- 9.8" Allowed= 0.317" 5 _, MAX LL DEFL= -0.002" @ 7'- 11.7" Allowed= 0.098" MAX TL CREEP DEFL = -0.002" @ 7'- 11.7" Allowed= 0.072" M-1.5x3 t MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.120" @ 6'- 9.5" 12 Design conforms to main windforce-resisting 12.00 17 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, \ 2 Truss designed for wind loads b in the plane of the truss only. tn 0 m M O n ox 0 1 M-3x9 `yii o Z v.A i �J, 1 M-3k4 * 8 M-4x6 M-3x5 l l l ) 3-09-04 3-00-04 0-05-08 13 y1-00,, 3-07-08 y 4-04-03 l y ����© CPN a61\\Pe 7-03 0-08-11 �G ��• . ' 89200PE A-- JOB JOB NAME : NRT 5 PLEX 201-205 - J4 , �� _ Scale: 0.2899 t 1.WWider GENERAL,mAd.:gnAb, unteupol he iee parameters pL OREGON Ltd 1.Suktler end erection comretlor should be advised of all General Notes i.The design Ie tragal any upon the penmsten Nown and Is for en individual Truss: J 4 end Warnings bob,*construction commences. bulbbp componentApplicability of design parameters and proper �/ 4 2.2s4 compression web bracing mud be installed where Mown,. bcerpaallon of component Is me nsponstNWy of me building detlgner. .�/� ])! .. ry O� +�.... 14 3.Additional temporary bracing to Insure stabkky during construction 2.Design spumes the top end bosom chords to G laterally braced at 'C./ [i 1 b B.responsibility of the erector.Additional permanent bracing of 2'o.c.and el 10 o.c.rcoot,.respectively unless braced throughout their length by DATE: 1/28/2016 Ne overall structure k the responsibility f the builds des Zs Impact sheathing or later 1b gyne aired w,.:..own) 0r tlrywall(SC). �, 1 R_11-‘- y o ng designer. 3.2e Impatl Orbping or lateral bracing required centra dawn*v �'1 SEQ. : K1690993 4.No bed should be.ppl.d cent osepon.flI 059.5.,.9 b,00Rg end 4.Installed.oftru s4theresponsibility usydinthe respedlSeve tra onmenl,r fasteners are complete and at no time should any bads greater men Design assumes trusses ba TRANS ID: LINK design bads be applied b any component. and Sr.for d500 :,V of no • 8.Design s..umesfull bearing al ail supports Mown.Shim orwedge if EXPIRES: 12/31/2017 5.ComW True has no control over end assumes no responsibility for the necessary. ` fabrication.handing.shipment and installation of components. 7.Design spumes adequate drainage is provided. January 29,2016 5.TIP'Plan Is huddled subject to the limitations set forth by 8.Plates shell be located aw their ted on both faces of Suss,and pled anter TPINJTCA in SCSI.copies of w6bh will be furnished upon squad. Ilnes coincide wk6 joint anter knee 9.Dlgks Indicate size of plate m Inches. MITek USA,Ino./CompuTnn Software 7.6,7(10-E 10.For basic enactor plate design values see ESR-1311,ESR-7988(MITak) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 (Non—Rep) BC: 2x9 KDDF 1#160TR SPACED 29.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND; Design conforms to main windforce—resisting 2x10 KDDF 82 A LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PIP TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF Wind: 190 mph, h=25.7f t, TCDL=6.O,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 45.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), • • load duration factor=1.6, LL 25 PSF Ground Snow (Pg) End verticals) are exposed to wind, ADDL: BC CONC LL+DL= 5371.0 LBS @ 3'— 7.5" Truss designed for wind loads M-1.5x9 or equal at non—structural ADDL: BC CONC LL+DL= 6121.0 LBS @ 29'— 9.5" 9 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. 17-06-15 19-05-01 T T T 9-00-09 6-10-09 6-08-07 6-09-13 6-03-09 6-09 T T 1' T of T T 12 12 8.00 IIM-9x9 Q 8.00 9.0" s ,F,f p • M-5x8(S) • 0.25" 4000•00f, M-9x12 • 41 M-5x8(S) 011111110 0.25" $iiIIU1Iii11 I,',. ,..., o M-5x6 M-4116 7 M-3x6 M-5x8(S)1 _ M-6s16 M-11 Jx3 M 9x6 tl�,0 rROF�` , Jr ,+531# y l +121# l l ��k G4NE `S' t9 y y 3-02-12 7-09-03 7-00 7-07-05 5-07-08 6-02-09 y y �, �o FR q• � 1-06 37-00 1-06 �- 89200PE 1- JOB NAME : NRT 5 PLEX 201-205 — IGIRDFW �� Scale: 0.1728 ''• a IWBuilder O.This deignIs NOTES, unlsupon5r.pe mete ....... " ,0,OREGON b �L( 1.BYNda!and aradbn conlndor Mould be advised of all General Nobs t This design h beta only upon the perameten Mown end b for en Individual 4 Truss: IGIRDFW and warnings before construction commenoes building component.AppllceblNty of design parameters end proper �/ A 2.2x4 compression web bracing must be Instaeed where Mown incorporation of component is Ma responsibility of the building designer. I/\ '41)' 1 4 f] ` �. 3.Additional temporary bracing to Insure stability during construction 2 Design sesames the top and bottom chords to be laterally bread al L./ 6 . 11 Is the roaponstdNly of the antler.Additional permanent bracing of 2 o.c.andat 1 D o.c.respectively unless braced throughout Mab length by • DATE: 1/28/2016 the overall structure la the re nslbi f the build) def continuous sheathing such as plywood shaeMing(TC)and/or drywall(BC). R•ARA- epc illy o ng designer. 3.2x Impact bridging or lateral brecOrg raqubad where shown F. SEQ.: Ki6 9 0 9 9 9 4.No bad Mould be applied to any component until after at bracing end 4.Installation of trues A the responsibility of the respective contractor. fasteners are compete and et no time Mould any bads greater Men 5.Design assume,trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry conditionof ass. 5.CompuTme has no control eve,end eaeumes no responsibility for the S.Design se.va es full beefing at est supports Mown.Shim or wedge if EXPIRES: 12/31/2017 fabrication.handling,shipment and Installation of components. I. nary P., s.gessurne..dedonsotaesotrus.d.n January 29,2016 B.Thin design b furnished cabled b Me limitations eel forth by B.Plates shell be located on both laces of truss,and placed so tine Hofer TPIIWTCA In SCSI,copies of which will be furnished upon request. One,coincide web Joint center tie,. 9.Digits krdloate size of plate in inches. MiTek USA,Inc./CompuTrue Software 7.6.7(IL)-E IS For basic connedor plate design values see ESR-1511,ESR-1989(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=1-211) 320 7-6=( 0) 30 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-502) 417 7-8=(-160) 243 6-3=( 0) 63 WEBS: 2x9 KDDF #1&BTR; 3-9=(-457) 967 3-8=(-258) 172 2x9 KDDF STAND A; LOADING 4-5=( -99) 70 8-4=(-458) 369 2x9 KDDF STUD B LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF DL ON BOTTOM CHORD= 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -47/ 454V -212/ 370H 5.50" 0.73 KDDF ( 625) OVERHANGS: 12.0" 0.0" 6'- 9.5" -219/ 513V 0/ OH 5.50" 0.82 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 9.9" -68/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-11 5-10-15 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 4 f f MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.100" 5 -/ MAX LL DEFL= -0.044" @ 3'- 9.8" Allowed = 0.211" MAX TL CREEP DEFL= -0.051" @ 3'- 9.8" Allowed = 0.317" MAX HORIZ. LL DEFL = 0.128" 8 6'- 9.5" MAX HORIZ. TL DEFL = 0.140" 8 6'- 9.5" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12.00 Wind: 140 mph, h=25.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (A11 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 a' in the plane of the truss only. M-3x4 1 0 Yy 1 o 0 I M-3x9 1 N • , '' M-33(4 9 on M-9x6 M-3x5 l )' yl 1-OOy 3-07-08 y-09 3-OD-0960025oy08 y •�•�y p/�i`6'S . 0 PROF GiN� 7-03 2-06-15 c . .1 114 17 'PROVIDE FULL BEARING;Jts:2,8,5 I "' 892 00 P E t"'" JOB NAME : NRT 5 PLEX 201-205 - J5 Scale: 0.2576 / .', /�y. WARNINGS: GENERAL NOTES, unless otherwise nobd al• /^� �A. 1.BUNd.r and erection contractor should be advised d all General Nott• 1.Thio design b bawd only upon the parameters Mown and la ter an Individual 4J R Et.7Of H w Truss: J5 .nue wantings baro anetnction commence. Incorporation component.cm Applicability of design panmabrt and proper w 2.204 compression web bracing must a Installed when Mown+ Incorporalbn of component Is me rsaponsidllly of the building designer. /6 4 14. 2-°\ .i- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally 18.lr at �,/ Is IM reapunslblNty of me erector.Additional permanent tracing 7 o.c.and at 1V o.c.respectively unless broad throughout melt length by MER• R.I LL' continuous sheelNng such at plywood sheathing(TC)and/or drywall(BC). �/ • DATE: 1/28/2016 Ihs overall structure la the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required ware shown++ SEQ. : Ki6 9 0 9 9 5 4.No bad should be applied to any component until after aN bracing and 4.Installation of truss Is to responsibility of the respective contractor. fasteners are complete and at no time Mould any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID• LINK design bads a applied to any component. .nue are for NA,andNbn of use. 5.CompuTrus has no control avw and swum.no responsibility for the 8.Dol nn mamas fit bearing at aN supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication.landing,shipment and installation of components. 7.Design assumes adequate drainage is provided. SJanuary 29,2016 .This design I.furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and plead so anter TPNWICA In BC51.copies of which will ba furnished upon request. linos coincide with Nth anter Ones. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrue Software 7.6.7(1L)-E 10.For basic connector plate design values we EOR-1311.558-1985(141Te1) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-6=(-220) 328 7-6=( 0) 30 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-929) 353 7-8=(-167) 299 6-3=( 0) 63 WEBS: 2x4 KDDF N16BTR; 3-9=(-389) 405 3-8=(-262) 176 2x9 KDDF STAND A; LOADING 9-5=( -65) 31 8-4=(-922) 353 2x9 KDDF STUD B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP DL ON BOTTOM CHORD = 10.0 PSF • TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -49/ 957V -192/ 338H 5.50" 0.73 KDDF ( 625) OVERHANGS: 12.0" 0.0" 6'- 9.5" -191/ 965V 0/ OH 5.50" 0.74 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 5.9" -32/ 27V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 3-11 4-06-14 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 1 1 1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 5 -/ MAX LL DEFL = -0.045" @ 3'- 9.8" Allowed = 0.211" MAX TL CREEP DEFL = -0.053" @ 3'- 9.8" Allowed = 0.317" o ' MAX HORIZ. LL DEFL= 0.132" @ 6'- 9.5" M-1.5x3 MAX HORIZ. TL DEFL= 0.194" @ 6'- 9.5" 4 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 V Wind: 140 mph, h=24.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x9 End vertical(s) are exposed to wind, 3 in Truss designed for wind loads in the plane of the truss only. et i 0 I All ,:+ o02■01114Eivill\L o i M-3x9 N LIMMiiiiiiiiiiiiiiiIi -, M-33c9 8* * M-4x6 M-3x5 l l l 1 3-09-04 3-00-04 0-05-08L�,{ y1-00 3-07-08 y 4-10-06 y y .'((_ G,C711PNE��0A, • J. 7-03 1-02-14 {c • 'R Ok (PROVIDE FULL BEARING;Jts:2,8,5 I c` 89200PE 91" JOB NAME : NRT 5 PL EX 201-205 - J6 , � _ Scale: 0.2807 a WARNINGS: GENERAL NOTES, unless otherwise noted, fli O y ^ON `"`s 1.Bulbar and erection contractor should be advised of all General Notes 1.This design A based only upon the peremalate shown end Is bran individual Il 4.7 y� (, Truss: J6 and Weming.before mnetr coon commences building component Applicability of design parameters end proper 1^ 2.204 compression web bracing must be metaled where shown. incorporation of component la the reeponsiNllty of the building tlesignar. L70 -9 y 14- 2p� �.'�'+`` 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the lop and bottom mobs to b laterally bread at is the rsepornlcitity of Me.near.Atldplonel permsneM bracing of Z o.c.end et 10 o.c.respectively unless braced throughout their length by J�j DATE: 1/28/2016 the overfill arucmre Is the responsibility of me building designer. continuous ridging r sten as plywood sheathing(TC)s andror ery«s9BE) "e R10-- ng b 3.:n Impact Nbas or later.'bracing lequkad whereshown.• SEQ.: K 16 9 0 9 9 6 A No load shout be applied to any component esy loadster ll greater and S4.Designliion assumes s ththe aree to sibil yd 1 nsenrespectiveoeca environment, contractor. fasteners ere complete and at no n,p should any greater thenend for"dry mMgbn'of use. TRANS ID: LINK dere badebe applied..nomnaany componen. .Pon ty E.Design sumesfull beedigatall supports shown.Shim orwedge If EXPIRES: 12/31/2017 5.Com Trus hes no control over and assumes no lie Mall for the (�r� .1 shipment shipm. and Installation of components. 7.Design ai ssumes adequate drainage provided. January 29,20 16 6.This design is furnished subject to the limitations cel forth by 8.Plates.hell be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which Mil be furnished upon request. lines coincide with joint center lines. S Digits indicate sae of pieta in Inches. MiTek USA,Inc.ICompuTNe Software 7.6.7(1 L)-E 1g.For basic Connector plate design values see ESR-1311,ESR-1868(Melt) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-494) 313 8- 9=(-390) 482 8- 1=(-890) 461 11- 7=(-192) 659 BC: 2x9 KDDF p1&BTR SPACED 29.0" O.C. 2- 3=( 0) 0 9-10=(-151) 971 1- 9=(-300) 627 7-12=(-890) 327 WEBS: 2x9 KDDF STAND; 2- 5=(-437) 395 10-11=(-215) 580 9- 2=( -72) 105 2x4 KDDF 616BTR 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=(-383) 237 BC LATERAL SUPPORT <= 12"0C. DON. TOTAL LOAD= 45.0 PSF 6-11=(-199) 199 --- -- -- - LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -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 0-x®19-6669-15 01 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 6-11-01 U-U9-01 13-07-15 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.021" @ 8'- 3.9" Allowed= 0.667" f� 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 T 1' f f '( MAX HORIZ. LL DEFL = 0.005" @ 20'- 9.2" 12 12 MAX HORIZ. TL DEFL = 0.008" @ 20'- 9.2" eo0 M-4x6 39 ..:M-6x6 Q 8.00 2 Ilk Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=26.2ft, 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, M-3x9 Truss designed for wind loads /41,1 M-3x4 in the plane of the truss only. / 6 M-3x4 i r A � 0 o I 07 N A- 6a SS d --/ 8** 9 10 11 **12 M-1.5x3 M-3x8 0.25" M-3x4 M-1.5x3 M-5x6(S) 00 PROF y 6-00 2-03-15 6-03-09 6-03-09 y �� �Nc'IINE - s/O� 20-11 Wit`' 89200PE • <` JOB NAME : NRT 5 PLEX 201-205 - I H 1 Scale: 0.2031 11141111"/� .'. WARNINGS: GENERAL NOTES, Laden othemdim noted: rn� (�/''� 1.Builder end erection conked*,Mould be advised of ail General Notes t Tris design Is based only upon Me parameters shown end is for an individual )� OREGON ZG/ T ru S 5: I H 1 end Warnings before construction commences building component Applicability of design parameters and proper 2.254 compression web bracing must be installed where Mown•. Incorporation or component n 1s theob responsibility of me building designer. /� '9 1 4 I2 '17 3.Additional temporary bracing w Insure ratability during cemBuolwn 2 Design assumes the top and bosom chords w d laterally braced al Is IM responsibility olio erector.Additional permanent being of o CC.and at 10 o.c.respectively udesd braced throughout Meir length by continuous leatb,g such as plyerood sheathing(TC)and/or drywalyelC). eR R I L\-. DATE: 1/28/2016 the overall structure Is thereep*ndalky of me building designer. 3.W Impact bridging or lateral bracing'puked wherere sown.. rl SEQ.: K 16 9 0 9 9 7 4.No bed should be applied to any component until after all bracing and 4.Mal Ihtion of hoe. the responsibility apo sibillitydof eenenm respective eha environment, fasteners ere complete and at no time should any laws greater men W assume ghdtoanycomponent. end are for"dry womonorum. TRANS ID• LINK design loads beap 5.CompoTrua has no control over and ewumea no reaponrblly for the Design nLm.s fel bearing at ell supports shown.Shim or wedge if EXPIRES: 19/31/2017 ry. Nbrwalhandling,shipment and Insblletion of components. 7.Design assumes adequate drainage h provided. January Z9,2� 6 B.This design to n Is furnished dilatedthe limitations eel forthby B.Plates shall be llbated on both faces of truss,and placed as Mak center TPINVTCA in SCSI.copies of which will be furnished upon request. anee coincide with taint center linos. 9.Digits Indlcele size of plate In inches. MiTek USA,InciCompuTrua Software 7.6.7(1L)-E t0.For basic connector plata design velum 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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-231) 350 7-6=( 0) 30 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-416) 283 7-8=(-176) 266 6-3=( 0) 63 WEBS: 2x9 KDDF 01&BTR; 3-4=(-370) 334 3-8=(-263) 172 2x9 KDDF STAND A LOADING 4-5=(-110) 14 8-4=(-325) 359 LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.2" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 450V -180/ 3380 5.50" 0.72 KDDF ( 625) 7'- 3.0" -199/ 450V 0/ OH 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF 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= -0.002" @ -1'- 0.0" Allowed = 0.067" 3-11 4-00-03 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" T f f MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.211" 5 MAX TL CREEP DEFL = -0.049" @ 3'- 9.8" 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" M-1.5x3 q MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" I MAXMsHiORn IconTLorDmEFLo=ma0n 1w0"ndforce--res9i.sti ng12 12.00 7 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, N End vertical(s) are exposed to wind, �f o Truss designed for wind loads I in the plane of the truss only. 0 0 tr, t AI • o M-3x4 cv NI-3k4 M-4x6 M-3x5 3-09-04 3-00-04 0-05-08 y1-00 3-07-08 y 4-03-11 y l ��4`•\"'t EF `Yt9 . 7-03 0-08-03 , . . V 89200PE N' JOB NAME : NRT 5 PLEX 201-205 - J7Scale: 0.2917 - tali WARNINGS: GENERAL NOTES, unless otherwise noted. �T''gg //''.s EG 4 1.Builder and erection contractor should be advised of all General Notes I.This design b based only upon the parameters Mown and Is for an Individual / OREGON ON R 1 Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper \ As 2.254 compression web bracing mutt be Installed where shown. Incorporation al component Is the responsibility of the bulMbg designer. /O "1Y 1 A A°. 3.Additional Temporary bracing to Insure stability during construction 2.Design assumes the by and bottom chords to be laterally braced el A 'Y b .��. Is the responsibility of me erector.Addulonel permanent bracing of con2 ntin and el sheathing hin.respectively ply unless brawn(TC) ndI their length by �R I • - DAT E: 1/28/2016 the overall structure 4 the responsibilityof the building deo ZA'mea us rklgingosuch as plywood required a where sown•drywall(SC). ng Igner. 3.2c Tinged hrldglrq or lateral bracing whare shown.. SEQ.: K 16 9 0 9 9 8 4.No bad should be applied to any component until after all bracing and 4.InsIlstbn of truss responsibility alsiy of henon-corrosivee � contractor. ntraccto. fasteners are complete and at no time Mould any bads greater than Design assumes design bade be applNd to any component. and are for-dry condition"of use. TRANS ID: LINK S.CompuTwhas nocontrol over find assumes noresponsibility for the B.DerAgri assumesfull bssnnpatall supports shown.Shim orwedge if EXPIRES: 12/31/2017 fabrication.handling shipment and Installation of components. 7.Design assumes adequate drainage L provided. January 29,2016 I.This design is furnished sullied to the limitations set forth by B.Plates shall be located on both laws of truss.end pieced so their center TPIRVICA In SCSI,copies of which will be lumisbed upon request. Tins coincide with joint center lines. 9.D615 indicate sae of plate In Inches. MITek USA,Inn.ICompuTtus Software 7.6.7(10-E 10.For basic connector piste design values see EBR-1311,1554983(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-138) 184 3-5=(-476) 480 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-463) 424 WEBS: 2x9 KDDF #16BTR 3-9=(-110) 19 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/ 961V -170/ 318H 5.50" 0.79 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -196/ 989V 0/ OH 5.50" 0.77 ROOF ( 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. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc 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" T '1 MAX LL DEFL = -0.001" @ 7'- 11.1" Allowed = 0.095" 4 -/ 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" M-1.5x3 MAX TC PANEL TL DEFL= -0.600" @ 3'- 8.2" Allowed = 0.919" 3 MAX HORIZ. LL DEFL = 0.002" @ 6'- 11.2" MAX HORIZ. TL DEFL = 0.002" @ 6'- 11.2" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 V Wind: 190 mph, h=24.4ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 'n in the plane of the truss only. 0 0 m rn I( ifil I 5 o M-3x4 M-1.5x3 y 1-00 y 7-03 0-08-02 � �GP E��`Yi.9. 89200PE �' JOB NAME : NRT 5 PLEX 201-205 - J8 . � i.. Scale: 0.3714 . - /}. • in WARNINGS: O.Des eb NOTES, unless uomse ise mletl OREGON Z""s 7.Builder and erection contractor should W advised of all General Notes I.This design b bawd only upon the parameter.shown end is for an individual t Truss: J 6 and warnings beare construction commenw. building component Applicability of design parameters and props /� 2.204 compres1on web bracing must be installed where shown 0. incorporation of component is the naponstbltity of the building dastpner. iQ -9Y 14.. 2 4\ P4 3.Additional temporary bracing la insure stability during construction 2.Design assumes the lop and bottom chords b b.throughoutty braced at 0 A the responsibility of the.,actor.Additional permanent bracing of 7 c.c.and al 10 Dana respectively unless braced their length by DATE: 1/28/2016 the ov.r.netrw"relathe responsibl It.but d. 2mlpactmglogorwerh asacwgr.uireod dhersC)awno•dryw.n(ec>. M�'R'R,I�-�. responsibility o ding designer. 3.a impact bridging or lateral bracing required where shown+. SEQ.: K 16 9 0 9 9 9 4.No bad should be applied to any component until alter all bracing and 4.Installation of buns la the responsibility of the respective contractor. fasteners.,.complete and.t no time should any bads greeter then b.Design anuses trussese contlitten'ofuse. 5.CompuTrus has no control over and assumes no respon&blllty for the 6.Mu anuses tWl Dsadng el all wppode.hown.Shim or wedge if EXPIRES: 12/31/2017 hbdplbn,handing,shipment and Instaltetlon of components. Design assumes.Gdon drainageIstrue.,d. January 29,2016 8.This design Is furnished subject to ms limitations net forth by 8.Plates shall be Muted on both tape of truss,and placed so their center TPI,WTCA In SCSI,copies of which will be furnished upon request. tins coincide with)DIM center lines. 9.Diclts Indicate aloe of plate In inches. MiTek USA,Inc1COmpxTlus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ES12-195e(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-186) 176 3-5=(-210) 222 BC: 2x9 KDDF 1}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 POP 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/ 935V -45/ 126H 5.50" 0.70 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -17/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -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" T 1' MAX BC PANEL TL DEFL = -0.095" @ 3'- 8.6" Allowed = 0.415" 4 -1 MAX HORIZ. LL DEFL= -0.002" @ 6'- 11.6" 12 MAX HORIZ. TL DEFL= -0.002" @ 6'- 11.6" 12.00 P7 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), 114 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. c i oc cl o �II 1 6 0 M-3x9 M-1.5x3 l ), l 1-00 7-03 _ •�ikEp P R 0,ce ,s • `GNGiNE�c'4 /�2 �' :9200PE 9N- JOB NAME : NRT 5 PLEX 201-205 - J9 Scale: 0.5518j� ,, 10. I.WRube., GENERALdesign NOTES, udaupotherwise Wp.,netee: 'T7's.-<0 % OREGON �4, 1.Builder end erection oonlndor.eWd M advised of all General Notes I.This tlexgn M bawd only upon tiro parameter.shown.M h bran Individual 7f/ A� Truss: J 9 and warnings beare construction commence.. buoding component.Applicability of design parameters and proper V 2.2 4 compression web bracing max be Retailed were shown+. tncorporanco of component is Sr.reeponstbiAly of the building designer. /' '9 Y 1 A Z� 7.Additional temporary timing to Imre etebgEy during con.budion 2 Design.pumas the top end bottom chortle la M latently bead al Ira;' Is the responsibility of the erector.Additional permanent bracing of 2 continuous and al f 0 o.c.respectively a vply untees brown throughout r di length by ' E R I L\- mnlInuouesheat or each:b plywood Nes where)awn•drywell(SC). R DATE: 1/28/2016 iha overall structure h IM responsibility of the building designer. 3.2 Impact bridging or lateral bnMq required when shown+• SE vi6 910 0 0 4.No wad should he applied to any component until after ell bracing and 4.Installation of Imes h the responsibility of the re.padve contractor. Q' ' Mame are complete and et no time shouse any loads greeter then 5.Design assum.s trusses are to be used Ina nen-oorro.Ne environment, design weds be applied to.ray component. and ere for My condition.of ow. TRANS ID: LINK9.5 CompuruaM.noeonholov.rantlewumesnoraepon&botyforlM Design asumesfull bearing etall supporta ehown.Shim orwedge if EXPIRES: 12/31/2017 t.brkaton,handling,x,Ipmem end installation of components. 7.D:x;n assumes adequate drainage is provided. January 29,2016 e.This design I.runaeed subject Io the limitations set forth by a.Piet.s shell be located on both faces of truss,end paced se their center TPNNTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Innes. 9.Digi.Indicate We of piste In Inches. MITek USA,InniCompuTrus Software 7.6.7(1 L)-E 10.For bask connector plate deign vale.sea ESR-1311.ESR-19e5(Musk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 FROM 4-00-00 TO 12-01-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF @16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=1-2434) 340 1-6=1-380) 1889 6-2=( -152) 1197 BC: 2x6 KDDF #1&BTR 2-3=1-1267) 215 6-7=1-376) 1863 2-7=1-1128) 236 WEBS: 2x9 KDDF STAND; LOADING 3-9=( -206) 228 7-8=(-212) 925 7-3=( -283) 1817 2x4 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 9-5=( -15) 7 3-8=(-1708) 338 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=1 -209) 176 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.01= 20.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 143.8)+DL( 135.01= 278.8 PLF 9'- 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/ 2134V 0/ OH 5.50" 3.41 KDDF ( 625) Hangers attached to the bottom chord LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL will have 1.5" max. nail penetration. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. " For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.024" @ 4'- 3.7" Allowed= 0.372" MAX TL CREEP DEFL = -0.073" @ 4'- 3.7" Allowed = 0.558" 4-05-07 3-08-15 3-06-15 0-03-12 MAX HORIZ. LL DEFL = -0.007" @ 11'- 7.5" 1' 1 f 'I''1 MAX BORIZ. TL DEFL = 0.014" @ 11'- 7.5" 12 M-1.5x3 8.00 1 6 -' Design conforms to main windforce-resisting 9 system and components and cladding criteria. Wind: 140 mph, h23.2ft, TCDL6.0,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. Al1 co i� �� P ® % 111'11 p 1•. 6 7 8 -/ O M-5x10 M-3x8 .1724-6x6 M-6x8 .• ;7s9a , l y 4-03-11 3-07-03 4-02-03 y .,..0 ,‘AG NE Fes. 12-01 ,So, . v`_ �'T 0 1. `t' 89200PE 9r JOB NAME : NRT 5 PLEX 201-205 - HGIRD .11111,44.1:r°°:' Scale: 0.3102 r4� (p • ��e w1,Add.,: O.NERALmAd.design NOTES, ud.upo the parameters '•!•l� 4/OREGON �4 1.Builder and erection contractor should M advised Si all General Nob. I.Tbb aBpn b Dosed only upon the penmeien•sawn and b for.n Invbuel /7 Truss: HGIRD and warnings before construction commences. banding component.Applicability of design parameters and proper 2.2.4 compression web m.rkrg moo be installed where shown.. Incorporation of component b the roaponeidlty of the balding designer. /^ Y 2fl� ..�„ 3.Additional temporary bracing to Insure mblly during construction 2.Design Brumes the top and bottom Wads to d laterally braced B 'V .} Iy Is IM responsibility of the erector.Additional pemtenenl bracing of 7 u.c.and at 10 Data respectively unless Meted throughout their length by T- DAT E: 1/28/2016 the overall structure*the responsibility of the building designer. continuous N•Nllnp.1.,.s plywood sheathing(TC)and/orshown4.1,6.1^,bridging bracing .. SEQ. : K1691001 4.No load should be applied to any component untl alar el brdng and 4.Installation of trues le the neponeiblllly of the respective contractor. %Bonen are complete end at no ems should any loads greater than 5.Design assumes trusses ere to be used Ina non-tomosNe environment, TRANS ID• LINK design beds be applied to any component. end are for'dry condition.oluse. 5.CompTrushasnocontrolovelond.wanesnoresponeibityforthe 9.DWpn.seumselBlM.drag atatlsupponsNawn.Shim o,wedge It EXPIRES: 12/31/2017 .nary. fabrication.handling.d.uble and nBsfation of components. 7.Design shell b.located drainage N provided. 29,201 6 8.Tale design Is fuMBed cabled b the limitation set brill by 8.pales shel be located on both feces of buss,and placed so their center January 2 c7 L 6 TRAUMA In SCSI.copes of which sew be furnished upon request. Ones coincide wOh joint anter One. Et Digits Indicate etre of plate in Incus. MiTek USA,InoiCanrpuTru.Software 7.6.7(1L)-E to For basic Donna«plate design values sae ESR-1311.ESR7988(MIT•t) 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#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 45 2-4=(0) 0 BC: 2x4 KDDF Ik1&BTR SPACED 24.0" O.C. 2-3=(-56) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD= 95.0 PSF 0'- 0.0" -65/ 291V -9/ 37H 5.50" 0.97 KDDF ( 625) 12 1'- 1.3" -61/ 28V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 4.0" -20/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 7.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10252 LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.001" @ 0'- 9.2" Allowed = 0.056" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.2" Allowed = 0.084" MAX HORIZ. LL DEFL = 0.000" @ 1'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 3.2" I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads jin the plane of the truss only. 0 u1 f o I0 0 f 1 0,1 M-3x9 P c y 0-09 y 1-09 y `�Ac(<, `-CV PROVIDE FULL BEARING;Jts:2,4,3 1 f0. i q ,2� �' 89200PE t' JOB NAME : NRT 5 PLEX 201-205 - Ll ......-,� , Scale: 1.0818 �� �`' WARNINGS: GENERAL NOTES, unless otherwise noted: Q OREGON �"" 1.Builder and erection contractor should be advised of all General Notes 1 This design b bard only upon the perimeters shown and Ie for en mdividuel „ L • Truss: Ll end Warnings before construction commences building componentApplicability of design parameters end proper L- '� 0� 2.204 conpression web bracing must be Installed where shown«. Incorporation of component Is the responsibility of the bulking designer. /j� 14 2 4 3.Additional temporary bracing to Insure stablty during corbudion 2.Design stomas the top entl bottom chords to be[Morally throughout th al 4✓ r "Y b �Qs.. b the respensiNkty of the erector.AddSonel permanent bracing of 7 o.inc.ou et 1 Q hin such as ply unlace bretH (TC)enmelt length by s7 D I_\ continuoussheathing such abating re aired where shown ", '477 DATE: 1/28/2016 Ihs overall structure h the roepomlblltiy of the bulking designer. 3.23 Impact bridging or lateral bracing required when shown•c SEQ.: K 16 910 0 2 4.No Bed should be applied to any component area after all bracing and 4.Design ltemoft trues 4 the responsibility sp�wbilityethe respective mshrove contractor. nt. fasteners are complete and at no time should any beds greeter than design footle M applied to any component. and are for'dry condition'of use. TRANS ID: LINK 5.CompuTra.he.no vonfwi over end esoaree.no reeponiebllity forth. B.Design erycamasfull bearing atell supports shown.Shim orwedge If EXPIRES: 12/31/2017 necesfabrication.handling.shipment and installation of components. y_Design adequate dreinage M provided January 2(1'v1016 _. S.This design is furnished eubied to the limitations rt forth by S.Plates shall be located on both fads of truss,end pieced r their center cJ ry A L 1 V TPIIWfCA In SCSI,copies of which will be furnished upon request. Ilnes coincide with joint center lines. 9 Diggs indicate size of plate in Inches. MiTek USA,InciCompuTrue Software 7.6.7(1L)-E 10.For basic connector plate design vetoes see ESR-1 311,ESR-1985(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 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 95 2-4=(0) 0 BC: 2x9 KDDF kl&BTR SPACED 24.0" O.C. 2-3=(-52) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -42/ 257V -13/ 98H 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'- 9.0" -9/ 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. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 1.7" Allowed = 0.071" f 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 p MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.Bft, 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 o 0 ul to �4 M-3x4 l ,• l 0-09 2-04 • 'PROVIDE FULL BEARING;Jts:2,3,4 I 4jPRo FFss 89200PE r` JOB NAME : NRT 5 PLEX 201-205 - L2J1 ,, /- Scale: 0.6838 74! 40 : ••1 WARNINGS: GENERAL NOTES, mitres otherwise noted: 101 - OREGON ((/ 1.Builder end erection contractor should be advised of all General Notes 1.Trak design H Mrd only upon the premolars shown end le for en individual A_ Truss: L2J1 end Warnings before construction commence. building component Apptlabely of design parameter.end proper 2.2.4 compression web bating mat M installed where Mown• Incorporation of component Is the responsibility of the building designer. ' '1)'' 1 A n O �4 3.Additional temporary bracing to locate stability during construction4 Design aseumee IM lop end bottom chords to be laterally braced at - + L Is the raapaalbltty of the erector.Additional permeant bating of z continuocc and at f a o.c.respectively unlet broad througrloul their length by DATE: 1/28/2016 the overall Mucha.Is IM responsible of bunco d. 24ImpatsMg0,ng.1.11bacuch as ng required when.a)ril,nd/or drywsn(Bc). �.R.'L�,,. y o sup designer. 3.24 Impact bridging or lateral bracing raquietl wMra Mown.. SEQ. : 9(16 910 0 3 4.No bad Mould be applied to any component until star ail baring end 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no bee should any bads greater than 5.Design eseumee trusses are to M used in a nomcorroste environment. TRANS ID' LINK design loads M applied to any component. .nam for'My condition"slum. 5.Com Trua hes no control over end eaeurn.I no f pbN for IM 6.Design sin spumes full Med t all ds Mown.Shin or wed II ~P°" tymmry. "�°° (E�TTXPIRES: 12/31/2017 I hblcation.landing,shipment and installation of components. 7.Depen assumes.dequat.drainage h provided. January 2.71L�16 8.Thio design Is furrMed subject b the limitations set forth by 8.Plates.1,06 be located on both teas°!truss,and placed so IMI anter TPNMDA N SCSI.copies of which will be furnl.Md upon regret. Iines coincide with lolnl anter lines. 9.Digits inflate size of plate In Inches. MITek USA,Inc.iCornpuTnfa Software 7.6.7(1L)-E 10.For basic connector plate design value.sea ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF iflaBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 45 2-4=(0) 0 BC: 2x9 KDDF }f13BTR SPACED 24.0" O.C. 2-3=(-55) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -40/ 263V -15/ 55H 5.50" 0.42 KDDF ( 625) 2'- 1.3" -2/ 29V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.0" -26/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) 12 7.00 17 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.001" @ 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. I Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, I Truss designed for wind loads o in the plane of the truss only. o e. Irg 0 1 2 1111:2111 10:51111. -/ M-3x4 y 0-09 y 2-04 y <C‘71/4 10 PROpt. 'PROVIDE FULL BEARING;Jts:2,9,3 I �V\� V�GI NE =7 7, 4' 89200PE• r JOB NAME : NRT 5 PLEX 201-205 - L2J2 • Scale: 0.9584 In • - WARNINGS: GENERAL NOTES, unless otherwlae rated: O�'r•SN /� 1.Bulder end erection contredor should be advised of all General Note I.The deign N based only upon the parameters Mown and N for an IndNltluel 4.V Truss: L2 J2 end wammgs before construction commends. building component.ApplobiWy of design parameters and proper z.as dmPr..fon wee bracing must be installed where mown.. kncorpor.Mn of component Is to ra•poneldllly of IM building designer. 'O '9)� 4 20 -�- 7.Additional temporary wading to Insure int ally during construction .on Design assume the top and bottom chords to M"lenity bread al r �P *the responsibility of me eredor.Addlonal permanent bracing of z nuc.and s t v sheathing respectively plywoodp .braced(TC)and/or d mer langn)b �`R R I�1" fd conlmderMatNor wrenasacirvire where) wn•drywetl(BC). DATE: 1/28/2016 Sr.overall muslin I.the responsibility of me building designer. 3.�impact bridging or lateral bracing required where shown.. SEQ. : K1691004 4.No bed should be appOed to any component anSI after.1 br.slrg.nd Mienoftrues Imaee . Dau responsibility Iraof tedn-cortos a respective Marr. Innen are complete and at no time should any loads greater m 5 an Design end are foeruma"dry Iran s areof use. TRANS ID: LINK design loath eeapplied ts•nycomponent. B.Design muds full bearing atadsupports shown.Shim orwedge If EXPIRES: 12/31/2017 S CompuTns hes no control over and assumes no responsibility for the necessary. h (� fel/Sutton,handling,shipment and Intention of components. 7.Design mimes adequate drainage N January anuary 29,2016 S.The design is funned subject to the WWI.,eel forth by B.Plata•Mad be located on both feces of true,end pined wo their center TPIIWICA kr BCSt.copies of which MI ha fuON.Md upon request. shwa coincide nth joint center linea. 9.Digits Indote alta of piste M Inches. MITek USA,Inc./CompuTlue Software 7.6.7(1L)-E t0.For bask connector pets design salon see ESR-1311,ESR-098,1(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 45 2-4=(0) 0 BC: 2x4 KDDF N16BTR 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 = 95.0 PSF 0'- 0.0" -95/ 260V -13/ 48H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -15/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DE FL = 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" T MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.159" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 7 00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, -� End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 4 111, 11 ti M-3x4 0-09 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 ,i1/40) PROFes 0NGINE 89200PE r' JOB NAME : NRT 5 PLEX 201-205 - L2SJ1 Scale: 0.6838 {' WARNINGS: GENERAL NOTES, 08...othensle.noted. "� OREGON Truss: L2 S J 1 and Warn �! I.Builder end erection contractor should be edvA ed of an General Notes 1.The dealgn Is based only upon the parameters shown and I.for an thdlldual ',/ Warnings before construction eommanoa. building component.Applicability of design parameters and proper i" \ . 2.244 compresston web bracing must be Installed when sham r. hcoryoretlon of component Is the ro.pontldery dile building designer. <O 14 Zp,bracing ry b Insure stability during construction �.Design spumes the by and bosom shade b b laterally bread at 3.Additional tempora b Be responsibility of the erector.Additional permanent bracing of 2 nese end at 1C1 o.c.respectively unless broad throughout their length by • - contlnuous sheatgng such as plywood required where (TC)own o drywalyBC). � DATE: 1/28/2016 the overall structure b the neponsmlWy of the buldrp d.Sipar. 3.3 impact brbgirp or lateral bracing required where down.. n SEQ.: K 16 910 0 5 4.No bed should be applied to any component until eller all bracing end 4.thaallabon of suss b the nsponsfodey of the respective contractor. hM•ners are complete and at no lima should any beds greater than 5.Design spumes trusses are to be used In a ron-corrosle environment, end are for`dry condition`of use. TRANS ID: LINK design bade be applied to any component. B.Design assumes full bearing atell supports shown.Shim orwedge If EXPIRES: 12/31/2017 W 5.ComTrus has no control over and assumes no responYdgly for IM auessry. bbricNbn,handling,NlprneM end helalbtlon of components. 7.Dubin.pump adequate drainage is provided. 6.TMs&Sign b fumN•d.ub(ad to the limitations sal forth by B.Plates sial b.boosted on both fecesoftruss,end pieced so their anter January 29,2016 TPIM?CA In SCSI,copies of which will be famished upon request lines coincide web Met anter(las. S.MITek USA,InciCompuTrus Software 7.6.7(1 L}E 1D.Dm For mises o of plate igcnes connector plate design values pa ESR.1 Jt t,ESR-I BBB(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 916BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -82) 100 6- 7=(-504) 3268 1- 6=( -72) 180 9- 8=(-192) 178 2x6 KDDF 916BTR T2 2- 3=(-436) 926 7- 8=(-504) 3268 6- 2=( -L92) 178 8- 5=( -72) 180 BC: 2x6 KDDF 416BTR LOADING 3- 9=(-436) 426 6- 3=(-9308) 622 WEBS: 2x9 KDDF STAND LL= 25 PSF Ground Snow (Pg) 4- 5=) -82) 100 7- 3=( -698) 9392 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 3- 8=(-4308) 620 TC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 450.0)+DL( 380.0)= 830.0 PLF 0'- 0.0" TO 9'- 8.0" V BC LATERAL SUPPORT 0= 12"00. UON. 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" -754/ 9726V -1450/ 1450H 5.50" 7.56 KDDF ( 625) NOTE: 2x9 BRACING AT 24"00 UON. FOR 9'- 8.0" -759/ 9726V -1450/ 1450H 5.50" 7.56 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DE FL = -0.025" @ 9'- 10.0" Allowed = 0.437" ��. nails staggered: MAX TL CREEP DEFL = -0.055" @ 9'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 209 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ. LL DEFL = -0.007" @ 0'- 5.3" 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = -0.012" @ 0'- 5.3" XX 9" oc in 1 row(s) Ehrfcgtiolut 2x9 webs. 7-08-10 0-11-11 f f 1' f ICOND. 3: 150.00 PLF SEISMIC LOAD. I 0-11-11 3-10-05 3-10-05 0-11-11 ,e 1 .1 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 12.00 12.00 Wind: 190 mph, h=28.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 M-4x6 in the plane of the truss only. 2 M-4x8 M-1.5x3 4fA 3 , 4 ee 11111 f f I I r r 0 1 M M Gil T Gil f-- 'O ® M B c ® e MI -/ M-8x8 M-4x8 =M-8x8 y l l 4-10 4-10 9-08n.' GI IVEq�� _CI 'Cr -.9200 P E r'" JOB NAME : NRT 5 PLEX 201-205 - XH1j� Scale: 0.3394 �� e' /.}. WARNINGS: 0 NaMerGENERAL dsis NOTES, unless o ha coe: 7. OREGON b �`r"Av 1.Builder and erection conlndor should be advised of all General Notes I.This design le based only upon the parameters shown end Is for an Indvltluel C (i Truss: XH 1 end Warnings before construction commences building component.Applicability of design parameters and proper A A 2.204 compression web bracing must be Installed where shown.. incorporation of component Ila the responsibility of the building designer. / -7'/ A O` 3.Additional temporary brewing to Insure stability during construction Z Design assumes the by end bottom chortle to be literally bread at 14. b h the responsibility of the erector.Additional pennananl bracing of T o.o.and at 10 o.c.raus!, ply unless braced throughout their length by 1/28/2016 the overall structure is the responsibility 1 me building de continuous ridginst g)org such ala plywood aired 0,0,5 a ownendl•tlryweli(BC). , _-'1 " y 'R:RIO- DATE: . .pen try o rp signer. 3.?»Impact bridging or lateral toning required where shown.. SEQ.: K 1 6 910 0 7 4.No bad should be applied to any component untu aver et bracing end 4.Installation of truss N the responsibility of the respective connector. fasteners ere complete end at no time should any beds greeter than 5.Design assumes trusses ere to be used In s non-corrosive environment, design beds be eppibtl to any component. and are for condition'of use. TRANS ID: LINK 5 camprmen.esoconbolo erendelawxoe nteeponsiMlyIonthe 6.Deesii nassumesfullbearingatallsupportsshown.Shknorwedgeif EXPIRES: 12/31/2017 labrbetbn,handing,shipment end Installation of components. 7.Design assumes adequate dralnege is provided. Janus 29,2016 6.This design Is furnished sub)ed to the limitations set forth by S.Plates shell be located on both faces of truss,end pieced m their anter •) TPIM TCA In SCSI.copies of which will be furnished upon request. lines coincide with Joint center @res. O Digits Indcate size or plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR.t 311.ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-295) 133 4-2=(-1165) 657 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-91) 94 2-5=( -713) 1319 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 95.0 PSF 0'- 0.0" -363/ 796V -193/ 219H 12.00" 1.27 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 10.2" -853/ 46511 0/ OH 12.00" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.00 V 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 3 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 0 MAX HORIZ. LL DEFL= -0.076" @ 1'- 10.9" MAX HORIZ. TL DEFL= -0.078" @ 1'- 10.9" Design conforms to main windforce-resisting OM-4x4system and components and cladding criteria. 2 Wind: 190 mph, h=29.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, A- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Ilf load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads '-t in the plane of the truss only. I 1 r` 0 Lc, 0 rn li I Y /- 4 -/ 4 5 M-1.5x3 M-1.5x4 l l l l 1-00 1-00 0-11-11 ��vEC3 PR0 4-• 89200PE v-- JOB JOB NAME : NRT 5 PLEX 201-205 - XJ1 Scale: 0.4920 4 %<00"" Scale: 040011P /� WARNINGS:1.BauderG.This deLth,NOTES, unyw tithe ise parameters W.7/ OREGON . IK 1.Bidder and erection mnlrador should be advised of all General Nolas 1,This design N Mrd only upon me peramrdara Mown and b for an individual Truss: XJ1 and RAmmgs Mora conothrotion commences building component Applicability of design parameters end proper 2.2x4 compnWon web bracing must M Installed where Mown.. incorporation of component Is the responsibility of ms building destpner. <6 �'I 14 n a� J.Additional temporary bradnp to Insure stability during ootructlon 2.Design spumes!No top and bottom chords to M laterally brood et 4 b IM responsibility of the nacbr.Additional permanent bracing of 7 o.c.and at 10 0.0.raspeaNely unless brood throughout their length by p `` DATE: 1/28/2016 tha overall Muaure b the reponewlwy of B.buBN da continuous ImImpact shging or l such as plywood uired where.and/or drywell(BC). rl R:I s=�• rap .poet. 7.m tinges bndplrp or falml bracing required contra mown.. SEQ.: K 16 910 0 8 4.No bed oho...be applied to any component until alter al bracing and 4.Installation of W e.le Rio responsibility of the respective contractor. fasteners ars complete and sl no time should any bads greater than 5.Design ass mss trusses are to be used In a nonconosiva environment, TRANS ID• LINK design beds be applied lo any component. andmlo utlry condition'of 5.CompuTrus has no control over end spumes no responsibility for the 8.Designassumesfat bearing at ail support.Mown.Shim or wads.if EXPIRES: 19/31/2017 ry fabrication.handling.shipment end lnstalletlan of components. 7.Drlgn assumes adequate drainage N provided. January 29,201 6 B.EP design Is furnished subject to the limitations set l forth by H.PPP shag be larded on both Isos of truss,and pieced so their center TPuWTCA in SCSI.Mille.of which will be furnished upon request lines coincide with Joint center lees. 9.Digits indicate she of Ode in Inches. Wee USA,Inc./CompuTrue Software 7.6.7(IL)-E /0.For basic connector plata design values sea ESR-1711,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 #1aBTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-243) 199 4-2=(-1334) 999 BC: 2x4 KDDF A16BTR SPACED 24.0" O.C. 2-3=(-146) 105 2-5=(-1070) 1309 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -511/ 1213V -175/ 298H 12.00" 1.94 KDDF ( 625) I OVERHANGS: 12.0" 0.0" 0'- 10.2" -1290/ 623V 0/ OH 12.00" 1.00 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -102/ 147V 0/ OH 1.50" 0.23 RODE ( 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/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.083" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.084" @ 3'- 10.9" 12 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=30.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ;M 9x9 i L- r 410 io r u, I r 0 x BIMINI ,- e.Stfl..d -i 4 5 M-1.5x3 M-1.5x4 y y l c-,<<;'' GcSl-00 1-00 2-11-11 ` Nz C7 4. .. e9200PE tet' JOB NAME : NRT 5 PLEX 201-205 - XJ2 / '''..' • Scale: 0.3694 rAli WARNINGS: GENERAL NOTES, unless otherwise noted: - I.Sulkier and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an Individual 17, OREGON �I Truss: XJ2 and Warnings before construction commences building component.Applicability of design parameters and proper 4+ a �4\ 2.2r4 compreWon web bracing must be installed where shown 0. incorporation or component is ms responsibility of me building designer. /^ -7 1 4 2.1;) -•�.. 3.Additional temporary bracing to Insure stability during construction z.Design assumes the lop and bottom chords to be laterally bread et S./ _�Q.. Is the rospoaldMy of Me erector.Additional permanent bracing or z o.c..na a 1a Data respectivelyunlessbroad throughout theft length by DATE: 1/28/2016 Me overall structure a the responsibility onhe build) designer. 2x Impact sheathing or such l b plywood s i d where)own.drywsll(BC). FR R:I�� ng 3.zx Impaa bridging or latent bracing required where.hewn+. SEQ.: K 16 910 0 9 4.No load anesid be applied to any component until after an bracing and 5.4.Design not truss waaths a spoo btuemya f.e respective contractor.ntrractor..m. fasteners are complete end at no time should any loads greater than design loads be applied b any component. end are for'dry condition-of use. TRANS ID: LINK s.compuTmshas nocontrol over and assume.noreaponstbntyfor the S.Design asumes,full beadngatellsupports shown.Shim orwedge If EXPIRES: 12/31/2017 necesfabrlatbn,handing.shipment and installation of components. 7.Design assumes adequate drainage is provided. January29,2016 S.This desgn is furnished subject to the Nmnatbna set forth by S.Plates shell be located on both feces of trues,and plead so their center TPIANTCA in SCSI,copies of which will be NmIshed upon request. Noes coincide with joint center lines. 0.ogee indicate sloe of plate in inches. MITek USA,Inc.IConrpuTrus Software 7.6.7(1 L)-E to For basic connector plate design values see ESR-1311,ESR-1966(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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF $1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x9 KDDF (I1&BTR SPACED 24.0" 0.C. 2-3=(-50) 23 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 45.0 PSF 0'- 0.0" -45/ 392V 0/ 93H 5.50" 0.55 KDDF ( 625) 3'- 9.7" 0/ 93V 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 17 '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/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.4" Allowed= 0.189" MAX TC PANEL TL DEFL = 0.010" @ 2'- 1.4" Allowed = 0.283" MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.8" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, AlEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. / I ` \/ I 1 2/<- 4/\ M-3x4 l l l 1-00 3-07-08 (PROVIDE FULL BEARING;Jts:2,9,3 I P1 p rap• er, Nc NE�9 fpi" 89200PE r JOB NAME : NRT 5 PLEX 201-205 - T1 Scale: 0.8761 "' WARNINGS: GENERAL NOTES, OH...oth.rs6a 1,51.4: �' OREGON l(i� 1.Builder and erection contractor Mould be advised of all Omani Notes 1.This design b bawd only upon the parameters Mown and is for an individual Truss: T 1 and Warnings bebre construction commence. bolding comparrnt AppUobilly of design parameters and proper ♦ ` 2.2s4 compression web bracing must M Installed where Mown•. Incegnoradon of component Is the responsibility of the DulWlnp designer. G 1 • 2- 1 l°'‘ ` �-k' 3.Additional temporary bracing b Insure stability during construction = Design sesames IM lop a, bottom chorda b b Medd/braced el [} L i N the nasponstblNly of the erector.Additional permanent bracing of 2'co end al 10 o.c.respectively unless braced throughout hair length by (/'�. DATE: 1/28/2016 the overall structure is the responsibility f the build de continuous sheatbnr such as plywood shed where)ownand/•tlrywall(BC). apo y o ng signer. 3.2r Impact bridging or lateral bracing required where shown�• SEQ. : K 1 6 9 1 010 4.No Ned should be applied to any component until alter all bracing and 4.Installation nnasial n i nuom..i is the responsibility o.e respective esp ctivelv. aior.environment, fasteners are complete and at no time Mould eny bads greater than g TRANS I D•. LINK design bads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design ayswmea lull bsertnp at all supports shown.Shim or wedge II EXPIRES: 12131/2017 fabrbatbn.handling.shipment end installation of components. 7.Design assumes adequate drainage is provided. January 29,2016 e.This deAgn Is furnished subject to the limitations sat forth by 8.Metes shall fece be located on both s of truss.end placed so their center TPNNICA NI SCSI,copies of whish will be armlet-red upon request. Nnes coincide with Joint center line. 9.Digits Indicate she of plata In Inches. MITek USA,Inc/CompuTrue Software 7.8.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-211) 119 9-2=(-309) 48 BC: 2x4 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= 45.0 PSF 0'- 0.0" -19/ 328V -76/ 1418 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. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1-11_11 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/360, TL=L/240 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TC PANEL LL DEFL = 0.009" @ 0'- 10.9" Allowed = 0.137" 12.00 17 MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed = 0.206" MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" -1 MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" Design conforms to main windforce-resisting ''1' system and components and cladding criteria. Wind: 190 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, Truss designed for wind loads o,-.1 in the plane of the truss only. I oi /- 11 o N11111111116 rn i r 0 I1111161114. 11111111111.1 9► ►a05 M-1.5x3 M-1.5x3 l l l 1-00 2-00 r ppp (PROVIDE FULL BEARING;Jts:4,5,3 \��� I N ,i. <c NR �q ,.,_44., " 89200PE r" JOB NAME : NRT 5 PLEX 201-205 - SJ1 /' !r+'' . Scale: 0.5927 • CC WARNINGS: GENERAL NOTES, unless otherwise noted. 140 I.Builder end erection contractor Mould be advised of all General Notes 1.The design Is bard only upon the parameters shown end is for en edlvldusi 'Y' O R EGO N R �1V Truss: SJ1 and W.eings before construction commends. building component.Applicability of design parameters end proper �} 2� 2.2x4 compression web brsctng must be metaled where shown. incorporation of component Is the responsibility of the bulloeg designer. '. '7 y 1 A -V" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally bread at Y Is the responsibility of Me erects Additional permeant bracing of 7 o n.and at I I o.c.ra•pectively unless bread throughout their length by • 4167 DATE: 1/28/2016 the overall structure a the rebi of building de3.7x 25 n aotarigor lawntaesningre•ire where showing(TC)end/or n `�R:I`�: poa ay o rp signer. 3.?r Impact bridging or lateral Miming required where shown.. SEQ. : K 16 91013 4.No load should be applied to any component until after all bracing end 4.installation allation of truss is t the meso be useof d In se respective s-artosia environment, fasteners are compete and et no time should any loads greater than endue sssudes ssesaare use. TRANS ID: LINK design loads be applied to any component. 6.Design saw econdition" ul baenng at all supports shim or wedge If B.CompuTrushas nocontrol over and lemmas noresponsianyfor the• la„ry, EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 29,2016 B.The design Is NrMahed subject to the tmSsten•rt form by B.Plates shall be located on both lanes of truss,and plead r their anter TPIANTCA In BCSI,copes of which eat be furnished upon request. lines coincide with joint center lines. o.Signs indicate size of plate In inches. MiTek USA,Inc.iCompuTrua Software 7.6.7(1 L)-E 10.For basic connector plate design values see 055-1311,ESR-1900(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF ft168TR LOAD DURATION INCREASE = 1.15 1-2=(-135) 100 3-9=(-197) 159 3-1=(-275) 168 BC: 2x9 KDDF 816BTR SPACED 29.0" O.C. 1-9=(-250) 319 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -96/ 185V -97/ 149H 5.50" 0.30 KDDF ( 625) TOTAL LOAD= 95.0 POP 1'- 6.7" -197/ 110V 0/ OH 5.50" 0.18 KDDF ( 625) 3'- 8.7" -87/ 141V 0/ OH 1.50" 0.23 ROOF ( 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 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed= 0.028" MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed= 0.061" 12 MAX HORIZ. LL DEFL = -0.005" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.005" @ 3'- 7.9" 12.00 7 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. M-3x4 it‘ -1.5x3 M-1.5x3 y l l 1-09 1-11-11 � NG E , SD 'PROVIDE FULL BEARING;Jts:3,9,2 S * _4" 89200PE <' JOB NAME : NRT 5 PLEX 201-205 - SJ2 Scale: 0.4806 ��441100P WARNINGS: GENERAL,TOM design unteupotherwfaeneee 7L AOREGON 1 1.Butler end erection contractor should be aMlestl of all General Nobs 7 Thle dNpn k bawd only upon the parameters shown and Is for en Individual Truss: S J2 end Warnings beare constn.:tlon nommen.. betiding component.Applicability of design parameters and proper 2.2a4 compression web bracing mule be installed where shown 0. incorporation of component I.the responsibility d the building astgner. '^ q>! 14 O\ �.y.� 3.Additional temporary bracing to lava stability during construction 2 Design..comes the top shat adorn soma to a laterally broad at +�/ L 1 M the responsibility of the erector.Additional perman•M bracing of 7 o c.and et t0 o.c.re•pectNe9 unless braced throughout their length by DATE: 1/28/2016 Ine overall structure Is the responsibility f d,. a• continuous sheathing such as plywood sheathbg(TC)and/or drywan(ec). R. VA...o building signer. 5.Do brand bridging or lateral bracing required where shown•• SEQ.: K 16 91014 4.No bed should be applied to any component until.fur ell bracing end 4.Instsllaan of truss le the responsibility of the resp.dlve contractor. fasteners are complete and at no lime should any beds greater then 5.DasSn assumes traws are to be used Ina non-corrosive environment, TRANS ID• LINK design bads be applied to any component. end.nm dry condition"oraes. 5.CompuTru.hes no control over and assumes no responsibility for the 8.Meu'Nry times full haring el ail auppoda shown.Shim or wedge If (�EXPIRES:1 12/31/2017 fabrication,handling,shipment end bstatWSon of components. 7.Design assumes adequate dmlnege is provided. January 29,2!)1 V 8.The design Is furnshed cabled to the limitations eat forth by 8.Plates shall be located on both faces of dues,and placed w their center TPIM'TCA in SCSI,copbs of which will be furnished upon request. Mea cobcba with loin)canter lines. MiTek USA,Inc./Com uTrus Software 7.6.7(1L E S Dyna 50 ooncate suer of plata In Inches.values P H 70.For basic connector plats.sign value esa 8817-1311,ESD-19813(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16,BTR LOAD DURATION INCREASE = 1.15 1-2=(-391) 136 4-5=(-286) 154 4-1=(-584) 175 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-169) 0 1-5=(-250) 463 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 45.0 POP 0'- 0.0" -95/ 498V -115/ 247H 5.50" 0.72 KDDF ( 625) OVERHANGS: 0.0" 29.0" 1'- 6.7" -264/ 131V 0/ OH 5.50" 0.21 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 8.7" -306/ 437V 0/ OH 1.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL= 0.000" @ 0'- -3.0" Allowed = 0.028" MAX LL DEFL= -0.039" @ 5'- 8.7" Allowed = 0.133" MAX TL CREEP DEFL= -0.051" @ 5'- 8.7" Allowed = 0.200" 3 -.r MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" MAX HORIZ. LL DEFL = -0.010" @ 3'- 7.9" 12 MAX HORIZ, TL DEFL= -0.010" @ 3'- 7.9" 12.00 P • Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=22.8ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ii End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. • M-4x6 4010 I‘� A 11111&. mammommisa 4�� 5 M-1.5x3 M-1.5x3 1 1-09 'PROVIDE FULL BEARING1'Jts:9,5,2 I y .sc,:o 89200PE c" JOB NAME : NRT 5 PLEX 201-205 - SJ3 Scale: 0.3994 ""- WARNINGS: GENERAL NOTES, unless othenvbe noted, OREGON /� 1.Builder and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the paremsi•rs shown end b for an Individual O R EG ,OI V 40/ Truss: S J3 end Waminge before construction commences. budding component Applies My of design parameters and proper ��L 2�A, P 2.2s4 compression web bracing must be baelld where Mown v. incorporation of component is the responsibility of the building designer. �/� ) 14 3.Additional temporary bracing b lours sise8y during construction 2.Design assumes the top end bosom MONS to b•laterally braced et v h the reeponslduty of the erector.Additional permanent bracing of 2 o.c.and at 1G on.nsped.ply unless braced throughout their length by 1/28/2016 the overall drudure is the responsibility of the build designer. continuous sheathing or latera i b ac plywood aired where shown and/or tlrywall(BC). �R10- DATE: . opo NY ng b 3.3 Imped bridging lateral teaming nqulntl were *v SEQ. : K 16 91015 4.No bad Mould be appded to any component until after ell bracing and 4 Installation of truss is the reponaibil ty of the respective centreetor. Manors are complete and et no time Mould any bads greater then 5.Design assumes trusses are to be used In.non-rorroNv environment, TRANS I D• LINK design bads be applied to any component. end are for"dry condition"or net 5.CompuTne has no control over and assumes no responsibility for the febrbstbn8.Design memos fon bearing et ell supports shown.Shim or wedge If EXPIRES: 12/31/2017 ,handling,shipment and Instaewnt tlon of mponts. 7.Design assumes edequcte drainage is provided. January 2(1,2016 6.This design le Belched subject to the limitations eat forth by 8.Plates sail be touted on both faces of trues,and placed act their center TPIIWTCA in BCSI.copies of which well be fomised upon request. lines coincide wdh Joint center line. 9.Digits Indicate eke of plate In inches. MiTek USA,Inc/CompuTrue Software 7.6.7(1 L)-E 10.For basic connector plate design values me ESR-1311,ESR-1985(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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-38) 51 3-5=(-202) 131 BC: 2x9 KDDF 411&BTR SPACED 24.0" 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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 921V -23/ 71H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -40/ 261V 0/ OH 5.50" 0.92 NODE' ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.070" @ 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' f MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 4 Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, =I End vertical(s) are exposed to wind, Truss designed for wind loads -..doddlligillIllIllIllIllIllI in the plane of the truss only. u1 0 N N rat 1 I 2► 5 0 M-3x4 M-1.5x3 5-08-04 0-03-12 l y l 1-00 6-00 • ... ..31\ �G NEED S/0 4' :9200P f JOB NAME : NRT 5 PLEX 201-205 - P1 Scale: 0.5771 tea. 111. WARNINGS: GENERALNOTES,N b, unless 1111thewise 1. paremalan shown and I.for en Individual N Truss: P1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed oh shown.. incorporation of component Is ms responsibility of me building designer. 2 Design assumes the lop and bosom chords U its entree braced at 14 4//�+C.,/ } ` �+i.. 3.Additional temporary bracing to insure stability during construction cb U the responsible),of the erector.AdeNanel permanent bracing of 2 o.c.and et 117 o.c.reapevey unless braced throughout their length by / 2Q.[}��. ` • DATE: 1/28/2016 the ovuall structure is IM responsibility I ma bukd d continuous shutMng such as sing requiredd shoe wirer.)antllor Orywsll(BC). �"'R R:I.•^� o building aligner. 3.20 Impact bridging or lateral bracing where shown+• SEQ. : K 16 91016 4.No bad Mould be applied to any component until eller all bracing end 4.installation of truss U the responsibility of the respective contractor. fasteners are complete and st no time should any beds greater then 5.Design• mea trusses are to be used in anon-cancans,environment. TRANS ID: LINK design loads be applied to any component. and are to dryy conditionoruwnon-cancans, 5.CompuTrus hes no control over and assume.no responsibilityter the6.Design assumes full bearing et ay supports shown.Shim or wedge if EXPIRES: 12/31/2017 gsury. hbricesig handrethedshipment at lestalteaonolcompcomponents. 7.Design..h.Ibssadedon drainage is January 29,2016 8.Thte design U furnlshed subJsct to the limitations set forth by S.Pietas.hep be located on both lace of suss,and placed w their center TPI/WfCA In SCSI.copies of which will be furnished upon request. Ines coincide with Joint center linea. g.54da Indicate alae of plata In Inches. Meek USA,Inc./CompoTms Software 7.6.7(1L)-E 10.Fel basic connector plate design values see ESR-1311,ESR-1088(Meek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -68) 70 6- 7=(-680) 4906 1- 6=( -70) 154 4- 8=(-226) 162 2x6 ROOF 816BTR T2 2- 3=(-438) 420 7- 8=(-680) 4406 6- 2=( -226) 162 8- 5=( -70) 154 BC: 2x6 KDDF 111&BTR LOADING 3- 4=(-438) 420 6- 3=(-5099) 780 WEBS: 2x9 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -68) 70 7- 3=( -692) 4358 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 3- 8=(-5099) 780 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 450.0)+DL( 380.0)= 830.0 PLF 0'- 0.0" TO 9'- 8.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -757/ 9524V -1450/ 1950H 5.50" 7.24 KDDF ( 625) NOTE: 2x9 BRACING AT 24"0C UON. FOR 9'- 8.0" -757/ 4524V -1450/ 1450H 5.50" 7.24 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.032" @ 9'- 10.0" Allowed = 0.438" nails staggered: MAX TL CREEP DEFL = -0.071" @ 9'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ. LL DEFL = -0.009" @ 0'- 5.3" 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = -0.016" @ 0'- 5.3" 9" oc in 1 row(s) thr®urul ui12x9 webs. 7-08-10 0-11-11 ICOND. 3: 150.00 PLF SEISMIC LOAD. 0-11-11 3-10-05 3-10-05 0-11-11 f f Design conforms to main windforce-resisting system and components and cladding criteria. • 12 12 • • 12.00 F a 12.00 Wind: 190 mph, h=29.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 M-4x6 in the plane of the truss only. M-4x10 3 M-1.5x3 4� � M-1.5x3 'il_N' rn -/ M-8x8 M-4x8 =M-8x8 y 1 4-10 4-10 y 9-0 e 1 \��cGRNG N�F�'�j+/. 9 �- :9200PE pr JOB NAME : NRT 5 PLEX 201-205 - YH1 , �`i Scale: 0.3908 •� Iv irWARNINGS: GENERAL NOTES, unlessotherwise mete 1G OREGON �4j 1.Builder and motion mnlrador Mould M advtead of ea General Notes 1.This design M based only upon the parameters Mown and Is for an Individual y� Truss: YH1 and Warnings before conshudbn commends. building component.Applicability of design Aerometers and proper N 2.31 dmpeeston web bracing must be bstaNd where shown•. Incorporation of component is the responsibility of the building designer. /O 14 A O� 3.Additional temporary bracing to Insure wbxlly during dn.WNon �.Design assumes the top and bottom chords b M telerstry bread at 't L t�]I�P Is the responsibility or m..rador.Additional permanent bracing or 2 o.e.and n IS o.c.respectively unless breed throughout conyeir I•ngth by o t V DATE: 1/28/2016 int overall structure h the responsibility !me bulla M condndd NriMng such as plywood sheathing(TC)end/or drywalNBC). MFR R I A- Nty o ng signer. 0.2s impact bridging or neral bracing required where shown•• SEQ. : Ki6 91017 4.No bed should M applied to any component until after all bracing and 4.4.Design Installation of trussbusts are to beytined ity fiseen-mrrove connector. M, fasteners aro complete and at a time should any beds greater than end assumes for"dry true..conditionof use. TRANS I D: LINK design beds he applied to any component. Design 8. erumr lull hearing at all supports shown.Shim or wedge If 5.compurme has no control over and AMT.no reeponxbinry for the necessary. EXPIRES: 12/31/2017 rabrkslbn,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. Janus 29,2016 A This design Is furnished subject to m•Xmkalon•cat form by B.Plates shell be located on both leas of Ouse and played r their center •J TPIhVTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate ate of plate in Inches. MITek USA,Ina./CompuTnle Software 7.6.7(1L)-E 10.For basic dnnedor plate design values re ESR-1311.ESR-1968(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/Cq=1.00 TC: 2x4 KDDF 4116BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-31) 34 3-5=(-167) 114 BC: 2x4 KDDF 4116BTR 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. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 381V -19/ 60H 5.50" 0.61 KDDF ( 625) LL = 25 PIF 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. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 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" 9-08-09 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 main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I , ti i I A M 0 2 5 o M-3x9 M-1.5x3 1 1 J. 9-08-09 0-03-12 J. 1 J. 1-00 5-00 w� 2.9 cc' ;9200PE <' JOB NAME : NRT 5 PLEX 201-205 - P2 Scale: 0.5900 � 'APP W1.Builder GENERALNOTES,Is unless o B.p.,anilaa robe: 7 OREGON , �4j 1.6YX6!ark erection contractor should be advised of ell General Nobe I.This design b Weed only upon the parameters Mown and Is for an individual Truss: P2 and Warnings Mom construction commanns. building component.Applicability of design parameters and proper 2.2r4 compression web bracing cowl be Metalled where Mown.. hmrpwatlon of component Is the responsibility of the building Weisner. /0 /9 14 2-°\ O O.- continuous �� 3.Additional temporary braang b Insure Mobility during construction 2.Design mums IM bp and bottom cores b M laterally brand et 4 b IM responsibility 011M erector.Additional permanent bracing of 7 our and et IS o.c.respectively unless braced throughout their length by DATE: 1/28/2016 the overall structure le the re nscIW of the bulking designer. coram act Weighingor such as aco0d here s osnand/•arywstg6C). FR Ul \ 1,,. ego Y rq 3.Zr Impact bridging or latent bracing plywood sheat where shown r d• n L SEQ.: K 16 91018 4.No bed should be applied lo any component unto after all bracing and 4.InstellaMn of truss b the responsibility of the respective contractor fasteners are complete and at no time stlouk eny bads greater than 5.Design assumes trusses are lo be used Ina non-corrosive environment, TRANS ID: LINK design beds be applied to any component. and are for`dry condition'.of use. 5.Comp,Trus has no control over and numbs no re.ponrbtty for IM 6.Design mem.*MI bearing et all supports mown.Shim or wedge a EXPIRES: 12/31/2017 necessary. bhrWibn,handing.shipment and installation of components. 7 DWgn assumes misquote drainage b provided. January 29,2016 e.Thle design Is mlMb ed subject the limitations sat forth by B.Plates shall M located on both laces of truss,and placed so Meg center TPI WTCA Sr SCSI.copies o1 which will be fuMstad upon request. bas coincide 04th joint center con. 9.Digits indicate stag of plate in inches. MITek USA,InniCompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design vales sea ESR-1311,ESR-1968(MRek) 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. I TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=20.2ft, 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=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. M-1.504 or equal at non-structural 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 1OPSF 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 12 4.00 ' M-1.5x3 4 3 R. ,-I -'111111111 1111111111 1 0 N 2 M_ dm 0 5 6 M-3x4 M-1.5x3 1 l l 1-00 6-00 "��Ep PR OFFS ,� �NGINE�c9 cSj-29 'G' :9200PE r JOB NAME : NRT 5 PLEX 201-205 — PGE j Scale: 0.6146 t� Y i' - 10 1 udderGENERAL I.NOTES, untaupomeevpa noted: "j77- _OREGON �4/ 1.Budder end ancien contractor should be adviletl of ell General Nola. I.TM design b based only upon the parameters shown erect N bre Individual TG � Truss: PGE end Warnings been contraction commences. budding componeN.Appxcebelty of deign parameters end proper 1 2.A4 compression web bracing mux be Installed where shown.. Incorporation of component t me r.apontlddry of m•bWbbg designer. /O �9 r 14 20 T 0 Addtlonsl temporary br•drq to Imre xabley during construction 2.Design.come.IM top end bottom unlessly braced to b.teteratry entad et �A IN 44 la the nspomidNty of me erector.Additional permanent bracing of continuou.s athing sued,sa.plywood x bg(TCthroughout )abed,dryw.l(I length " DATE: 1/28/2016 the overall xrudure N the responsibility of ms building dedRner. 3.2d ed brldg:sg or Mimi bracing required where shown.• R''�� SEQ. : Ki6 91019 4 No bed should be applied to any component unto alar ee bracing and 4.Installation of Irma la the r•epondbnly of the respective contractor. fasteners are compete and at no time should any beds greater then s.Design assumes trusses are to be used In s non-corrosive environment, design beds be eppbtl to any component. end ars for"dry condition of use. TRANS 1 D: LINK 6.5.CampuTnn has no control over end names no responsibility for the Design aleume full beadrq et all supporta shown.Shim or wedge If (�EXPIRES: 12/31/2017 fabrication,handling.•hlpm.nt end lnst.ellon of components. 7.Deign mums adequate drainage h provided January 29,2016 e.The design h fundshed wbjed to the dmitatbns lel forth by S.Mies shed be located on both feces of Wes,and pieced to th•k center TPINVTCA In SCSI,copies of which%Sibs furnished upon request. Ions coincide with joint minter lines. 9.open Indicate size of plate in inches. MITek USA,(nciCnmpuTrue Software 7.6.7(1L)-E 1A For basic connector plate design value.see EAR-1311,ESR-1988(SEM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF (16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-219) 108 4-2=(-627) 330 BC: 2x4 ROOF (116BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=(-389) 784 WEBS: 2x9 ROOF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001( 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" -149/ 45111 -108/ 189H 12.00" 0.72 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 10.2" -509/ 251V 0/ OH 12.00" 0.40 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12.00 177 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" -, MAX HORIZ. LL DEFL = -0.019" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.020" @ 1'- 10.9" 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=29.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0/11 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads ra, in the plane of the truss only. 0 m c5 I t 0 cv li IlMilll 4 5 M-1.5x3 M-1.5x3 1-00 y 1-00 y 0-11-11 y ���..D PAOFess NGINEE9 /0�. �" 89200PE 9x- JOB NAME : NRT 5 PLEX 201-205 - YJ1 ... ' (.4: - " Scale: 0.5455 le 7 t' ,/OREGON /C WARNINGS: GENERAL NOTES, unlessolMrwaa noted: A I.Builder and erection contractor Mould be advised of all General Notes 1.Thl design'Weed only upon the parameters shown end Is lot an individual7 Truss: YJ1 and Warnings Mara construction commences. building component.Applicability of daaim parameters and proper D Y 14 O 2.2v1 compression*55 baekp must be installed where shown.. lacorPsrabon of component Is the responsibility d the building designer. l],P 3.Additional temporary bracing a Inside stability during conslrudbFIR 2.Design assumes IM dip and bottom chords to M laterally braced elM� l R 10." [J b IM nsporWN119 of this erector.AdeNonal pernunent bracing of 2 on and al 1c oc.respectively unless braced throughout their length by (� DATE: 1/29/2016 the overall structure a the responsibility of this M de 2 Impact Neslanr such as acplying re aired Mum shown r. SEQ.: K16 9102 0 4.No bad should Na applied to any amponenl until alar all bracing and 4.Inwllatan of trues is the rasponsibllfy of the respective contractor. aNanara are complete and at no time should any loads greater than B.Design asuman trusses are to be used in a non-corrosive environment. EXPIRES: 12/31/2017 TRANS ID: LINK dealpn bade be applied b any componad. end am for"dry coMNon"slues. 5.CampuTrus Ms no control over anti assumes no respansidltiy lar IM 8.D siign as mes lull bearing N NI supports shown.Shim or wedge II January 2912016 abdcaian.Mndkq.Nlpmad and Installation of components. 7.DesIg^assumes adegwte drainage b provided. 0.This design is furnished.object to the Imitations Mt t rth by S.Plates shall be located on both laces oI Wm,and paced so their center TPIWTCA In BCSI.cop's of whish will be furnished upon regueN. Ines coincide with joint center lines. 9.DlgIs indicate eke of piste in Inches. MITek USA,InciCompuTrus Software n7.6.6-SP2(1 L)-E 10.For basic armada plate design valuate ma ESR.1311.EBR-1988(MITak) 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF $1&STR LOAD DURATION INCREASE = 1.15 1- 2=7 0) 99 2-10=(-289) 1999 10- 3=( 0) 266 14- 7=(-992) 168 BC: 2x4 ROOF R16BTR SPACED 24.0" O.C. 2- 3=(-2476) 406 10-11=(-291) 1947 3-11=(-345) 109 7-15=7 0) 301 WEBS: 2x9 KDDF STAND 3- 4=(-2068) 397 12-13=7 -9) 20 4-11=(-473) 280 LOADING 4- 5=(-2104) 576 13-14=(-235) 1492 12-11=7 0) 98 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1483) 438 14-15=(-294) 1891 11-13=(-166) 1141 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1940) 405 15- 8=(-292) 1893 11- 5=(-299) 1117 TOTAL LOAD= 45.0 PSF 7- 8=(-2454) 415 13- 5=(-157) 674 OVERHANGS: 18.0" 18.0" 8- 9=7 0) 99 13- 6=(-794) 259 LL = 25 PSF Ground Snow (Pg) 6-14=7 -31) 480 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 1845V -326/ 328H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -267/ 1845V 0/ OH 5.50" 2.95 ROOF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011" @ -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 = 1.809" 17-06-15 19-05-01 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.100" T f f MAX TL CREEP DEFL = -0.015" @ 38'- 6.0" Allowed - 0.150" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 MAX HORIZ. LL DEFL= -0.050" @ 36'- 6.5" 'f fMAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 12 12 M-6x8 8.00 7 Q8.00 6.0" Design conforms to main windforce-resisting . 5 ,f-,( system and components and cladding criteria. 0pellippo,:M-3x9 Wind: 190 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. M-5x6(5) M7 -5x8(S) 0.25" 111 3 0.25"40000•••••••ol AllA I 1 •`M-3x6 M-115x3 0 11 I -_ kj a\, M-b4c8 M-3x8 0.25)'9 M-115x3 =M-9x4 e 1 M-1.5x3 M-5x6(S) O CI' ,1 l 1, 1' 1 1' cEO PR OFe ; 5-09-04 5-07-09 6-02-07 5-09-06 6-07-01 7-00-10 S. Cft 1 l y l l 1-0611-02-12 25-09-04 1-06 $ N +N�k t. T 2 J 37 37-00 'Cr 89200PE c- JOB NAME : NRT 5 PL EX 201-205 - Z1 �' _. Scale: 0.1478 . • 4 WARNINGS: GENERAL NOTES, unless otherwise noted: IM OREGON �Q/� I.Builder and erection contractor should be advised of all General Notes I.This design le based only upon the parameters Mown and Is for an individual �/ ,/" Truss: Z1 and Wem ng•before mnsi uabn commence, building component.Applicability SI design parameters end proper 4+ 15" 20A • 2.2x4 compression web Mating must be Installed where Mown o. Incorporation of component is the responsibility of the building designer. //k 7 1 A r 3.Additional temporary bracing to insure stability during construction 2.Design assumes IM tap end bottom charts to be througGterallyhout braced at V ill},. /Y by la the responsibility of the erector.Addelonel permanent bracing f c ntino.end at ee ob.rcooS ply unless braced(TC) mIt their length). . R R I I� N'° 9° continuous sheathing each as plywood Msathing(TC)mdlar tlrywell(BC). DATE: 1/28/2016 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown•• SEQ. : K1691021 4.No toed 9,008 be applied Is ens component untl eter at brackrg end 4.4.in al0 Ibtionassomessisthherre epo a ilueyydf thiaean-mnoeivrespective ccnn. crsr.eM, fasteners are complete end at no time Mould any loads greeter man TRANS I D: LINK design bads be applied to any component. S end agn afor"dry condition"" est.l all supports Mown.Shim or wed 5.CompuTrus has no control over and assumes no responsibility br the Mceeea slumes full bead If EXPIRES: 12/3112017 ry fabrication,handling,Gement and installation of components. 7.Design assumes adequate drainage is provided. January 29,2016 mAdesign This design Is famished Gibbet to the Ilmib Wase eat forth by S.Plates Mail be located on both fads of truss,and pieced so their center TPINWTCA in SCSI,copies of which all be famished upon request. Tines coincide wtth joint center lines. 9.Olpits Indicate slze of plate in inches. MiTek USA,IociCompuTrue Software 7.6.7(1 L)-E I I.For basic connector piste design values see 108-1311.E5R-1998(MRek) 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/Cg=1.00 TC: 2x4 KDDF H15BTR LOAD DURATION INCREASE = 1.15 1-2=7 -6) 133 4-5=(-229) 176 4-2=(-798) 553 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-147) 106 2-5=(-630) 802 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 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" -243/ 737V -139/ 269H 12.00" 1.18 KDDF ( 625) OVERHANGS: 12.0" 0.0" 0'- 10.2" -765/ 3551/ 0/ OH 12.00" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -109/ 197V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.023" @ 3'- 10.9" 3 -/ MAX HORIZ. TL DEFL = -0.024" @ 3'- 10.9" 12 12.00 7 I�( Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=30.8ft, 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. M-3x9 0 ii lifMtrd f 4 5 M-1.5x3 M-1.5x3 1-00 1-00 2-11-11 c'��D PROF ss � ., �' G,NE fig i02� 89200PE JOB NAME : NRT 5 PLEX 201-205 - YJ3 Scale: 0.9176 , '4111111.4.°11:01. " WARNINGS: GENERAL NOTES, unless otherwise noted 'Tf OREGON 11/1.Builder and erection contractor ehodtl be eddied d all General Notes I.This design b based only upon IN parameter.shown and Is for an individual 7 e�� t Truss: YJ3 and Warnings before cocommences.lan commences. budding componentAppinablly of design parameters and proper ,e_ r 0tx {{{^ 2.2v4 compression web badng must be installed where shown+. incorporation d tlon of component e raaponstdYty of the bulking designer. "1 14 3.Additional temporary bracing to Inure stability during construction 2.Design warm.IN fop and bosom chords to be laterally brand at 4 1 N the responsibility of de rector.Additional permanent bracing of o.c.end at 10 o,c.reepedNsM unless bread Ihroughod their length by (}.�,.. DATE: 1/28/2016 de ovsrec.0555,.b IN re folk of the build designer. Ialeoontinatrgor latebas acwcoe uiredlhen and/or dryxall(BC). Woe Y r1/ 3.2x impact bridging or lateral bracing required wham shown+. SEQ. : K1691022 4.No bad should be.ppNad to soy cornpon.ot xlii after aa braotag and 4.installation oItruss hthe r.Wonlbllbyofthe respective contractor. fasteners are complete and.t no time ehak any bads greater than s.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D: LINK design loads N applied to any component. 6.and era for"dry condition' clue.. da shown.Shim or wedge u 5.Comp.Trus has no control over and assumes no reeponrbillty for INDesign moall bearing at supports �° EXPIRES: 12/31/2017 radiation.handling,shipment end inwNton of components. 7.Duran a..umes adequate drainage is provided January 29,2016 6.This design Is furnished subject to the limitation.ant brill e by H.Plates shad be touted on both laces of trues,and placed so their anter TPIANICA in SCSI.copies of whIh will N furnished upon request. lines coincide with joint center linea. 9.Digi.Indicate alae of plate in Intoes. MITek USA,InaiCompuTrus Software 7.6.7(1 L).E 10.For basic connedor plate design values see ESR-131I EBR-1906(Wick) 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/Cue=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 BC: 2x4 KDDF 81SBTR SPACED 24.0" O.C. 2- 3=(-2007) 410 8- 9=(-277) 1855 2- 9=(-300) 124 5-12=( -38) 457 WEBS: 2x4 KDDF STAND; 3- 4=(-2044) 586 10-11=( -3) 20 3- 9=(-472) 282 12- 6=(-453) 181 2x6 KDDF STAND A LOADING 4- 5=(-1447) 437 11-12=(-229) 1451 10- 9=( 0) 99 6-13=( 0) 294 LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=(-1889) 410 12-13=(-282) 1808 9-11=(-162) 1103 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2378) 403 13- 7=(-280) 1810 9- 4=(-304) 1078 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 45.0 PSF 11- 4=(-153) 661 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA '• For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 1693V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 36'- 6.0" -255/ 1692V 0/ OH 5.50" 2.63 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.098" @ 11'- 0.5" Allowed = 1.186" MAX TL CREEP DEFL = -0.196" @ 11'- 0.5" Allowed = 1.779" MAX HORIZ. LL DEFL = -0.047" @ 36'- 0.5" 17-03-15 19-02-01 MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" T 1 1' 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 1 1 1 1 a' 1 a' Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 IIsi-6X6 8.00 V Q8.00 Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 6.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 ,F-r( load duration factor=l.6, :tills \ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 M-1.5x3 3 M-5x6(5) M-Sx6(S) 0.25" 2 0.25" • .e a _4 p, M-9x6 i 1*M-5x6 M-185x3 l 9�--_.11P _01 �.• rn o :. o M-Yx8ii.M-3x8 0.2512 M-1135x3 .a 0 M-1.5x3 M-5x6(S) 1 1 1 1 1 1 1 � D P R OFe ,I' 5-06-04 5-07-04 1 6-02-07 5-09-06 6-07-01 6-09-10 1 {,�'C� (jll NE `r.t% 10-11-12 25-06-04 C --N �'4 02 1 36-06 1 �� 89200PE 9<' JOB NAME : NRT 5 PLEX 201-205 - Z2 Scale: 0.1508 Air' am. WO WARNINGS: GENERAL NOTES, unless upon thermete'. 5? OREGON Ix ��� 1.Builder and erection contractor should be advised 01.11 General Nola• 1.This ensign N baud only upon the parameters shown and I•ler an individual G Truss: Z2 and Wamirgs before canMm:Son commences. building component Appkgbillty of design parameters and proper 3.204 compression web bracing must be installed where shown.. incorporation of component Is the re.ponYd9ry of the wldNg designer. /O q y 14 2fl -}- 3.Additional temporary bracing to Paine Nabeby during construction 2.Design assumss the top she bottom chords to M liberally bocce st Q. Is IM rosponelblilty of the ardor.Additional permanent bracing of r o.c.arld at I r7ea a.c.reapad.ae ply unless braced throughout their length by rj DATE: 1/28/2016 the overan.anpn,.is IM respesaBl ly or the building designer. �. Impact bus ehei sheathing lataceral bracing and Nuthkg(TC)a On a drywall(BC). M�rl R11-\- 24 cope Mg ng or g required where Ovum.. SEQ. : K1691023 4.No bad should M applied to any component until after all bracing and 5. taOon oma isisthe repo sibe used in.ere respective fasteners are complete and at no time should any loads greater manDesign design bees M applied to my component. and are for'dry condition'of use. TRANS I D: LINK 8 CompuTms has no control over end assumes no responsibility ler the 6.Design mums.full bearing at ail supports shown.Shim or wedge if EXPIRES: 12/31/2017 tbrkatbn,Mndlkg,shipment and installation of components. 7.Design assumes adequate drainage Is provided. January 29,2016 6.This design Is furnished subled tome emitstbns set forth by 8.Plates Mall M located on both faqir of truss,and pieced so their center TPWeTCA h BCSI,copies ofwnkh will M furnished upon request Inns coincide with joint center lines. B.Digits Indicate she of plate In Inches. MITek USA,InciCompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see 008.1311.ESR-1960(Musk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 1- 2=( -80) 96 14-15=(-238) 1178 1-19=( -119) 79 8-21=( -272) 738 BC: 2x4 KDDF #1&13TR SPACED 29.0" O.C. 2- 3=(-1624) 481 15-16=(-306) 1702 19- 2=(-1832) 434 21- 9=( -564) 304 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 16-18=(-307) 1702 2-15=( 0) 464 9-22=( -712) 201 LOADING 3- 5=(-1308) 951 17-19=( 0) 0 15- 3=( -162) 608 11-22=( -137) 583 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=(-1879) 606 19-20=( -3) 16 15- 5=( -907) 261 22-12=( 0) 364 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1993) 789 20-21=(-221) 1356 16- 5=( 0) 31 12-23=(-1858) 415 TOTAL LOAD= 45.0 PSF 7- 8=(-1438) 586 21-22=(-307) 1572 5-18=( -309) 164 23-13=) -143) 94 ---- - 8- 9=(-1917) 687 22-23=(-274) 1160 6-18=( -379) 272 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-1391) 990 19-18=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 18-20=) -167) 1170 ____________________________________= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1679) 502 18- 7=( -427) 1088 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -90) 119 20- 7=( -251) 720 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 8=( -759) 369 `• For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -256/ 1643V -304/ 308H 5.50" 2.63 KDDF ( 625) 36'- 6.0" -255/ 1692V 0/ OH 5.50" 2.63 KDDF ( 625) 7-06-12 2-03 7-06-03 7-06-03 2-03 9-04-14 1 4 4 T ' 4 1' 3-03-021-11-08 5-00-11 3-09-06 0-05-11 9-08 ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 3-09-08 0-0102 2-07-041 3-10-09 �2-03 9 03-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I 1' � ' ' 1' 1' ' '(1' 1' MAX LL DEFL = 0.093" @ 12'- 0.5" Allowed = 1.779" 7-04-01 9-02-03 MAX TL CREEP DEFL= -0.185" @ 12'- 0.5" Allowed= 2.372" MAX HORIZ. LL DEFL = -0.039" @ 36'- 2.5" 12 12 DIM-6X6 12 12 MAX HORIZ. TL DEFL = 0.064" @ 36'- 2.5" 8.00 7" 8.00 V 6.0" QH.00 Q8.00 T •e-r( %% Design conforms to main windforce-resisting system and components and cladding criteria. 4M_3x4 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), M5x10 6 load duration factor=1.6, M-4x6 M-5x6 M-9x6 3q 10• 1 End vertical(s) are exposed to wind, Truss designed for wind loads - in the plane of the truss only. M-3x6 z _M-3x6 M-1.5x3 ro M-1.5x3 �o I 0 14•• 15 11: 18 ll I Lo M-3x5 M-3x8 ole M-1.5x3 I lt7i-59c8 M-3x8 0,25,} 22 "•23 N M-3x8 M-3x5 M-1.5x3 M-5x6(S) l , l l l . ; . ; y 6-10-14 2-09-020E-G2-12 5-02-07 7-02-11 3-01-15 8-09-07 1 E0 P R O . y 10-11-12 y y 25-06-04 l C0°''`GINE e�'s/. 11-11-12 1-00 24-06-04 �\ v`' �'4 02 y 36-06 y �- 89200PE 9r• JOB NAME : NRT 5 PLEX 201-205 - Z3 Scale: 0.1352 . /}. • WARNINGS: GENERAL NOTES, uNaee otherwise noted: 1L I.Bulkier and erection contractor should he advised of all General Nous I.This design la bard only upon the parameters shown and I./or an IMWaual 72- "1 OREGON �j Truss: Z 3 and Warnings beare construction commences. buldlflg component.Appkabity of design parameters and proper 2.2a4 compression web bracing must be Installed where shown.. incorporation of component h the raeponsitslly rattle building designer. /0 1� 14 /T O No, ,4. 3.Addlttcoal temporary bracing b insure WNW during construction 2 Design assumes the cep and bottom chords b be laterally braced al / 4 k the raeporWMYly of the erector.Additional permanent bracing of 2 c.c.owlet 10 o c.raepeaNely unless brand throughout their length by �j DATE: 1/28/2016 the overall structure la the responsibility of the building designer, wnm act wawa such ab acplyng re wathIna, s)hown.. SEQ. : El 6 91 0 2 5 4 No bad Noun be applied to any component until altar all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time Noun any bads greeter than 5.Design assumes truss.s are to be used In.non-corroslve environment, and are for"dry condition•of use. TRANS I D: LINK design bads be applied to any component. s.CompuTms nes no control over nd assumes no responsibility for IM 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage b provided. 6. January 29,2016 Thi design Is furnished ea b n the Imitations set forth by B.Plebsshallb be bated on both laws of truss,and placed w their TP WJTCA In BOB:,copies of which will be furnished upon request. Bras coincide with joint center(Ines. B.Digits Indicate We of plate In Inches, MITek USA,InciCompuTfue Software 7.6.7(IL)-E I0.For beak connector plate design values sea E511-1311.ESR-1988(MITaM) 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/Cg=1.00 TC: 2X9 KDDF (1168TR LOAD DURATION INCREASE = 1.15 1- 2=( -80) 96 14-15=(-190) 1194 1-14=( -119) 83 8-21=( -555) 770 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1624) 662 15-16=(-302) 1725 14- 2=(-1832) 639 21-10-( -601) 573 WEBS: 2x4 KDDF STAND 3- 4=(-1308) 588 16-18=(-302) 1725 2-15=( -84) 462 10-22=( -711) 155 LOADING 3- 5=( 0) 0 17-19=( 0) 0 15- 3=( -230) 608 11-22=( -209) 587 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 4- 6=(-1879) 858 19-20=( -3) 17 15- 4=( -907) 404 22-12=( 0) 359 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1993) 1045 20-21=(-221) 1356 16- 4=( 0) 31 12-23=(-1858) 747 TOTAL LOAD= 45.0 PSF 7- 8=(-1438) 795 21-22=(-395) 1572 4-18=( -332) 240 23-13=( -170) 202 ---- ---------------------------- 8-10=(-1920) 1076 22-23=(-473) 1160 6-18=( -381) 280 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POE Ground Snow (Pg) 9-11=( 0) 0 19-18=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1358) 806 18-20=( -167) 1174 ------ BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 11-12=(-1679) 858 18- 7=( -507) 1115 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -105) 148 20- 7=( -442) 742 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 8=( -782) 551 • ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -256/ 1643V -376/ 324H 5.50" 2.63 KDDF ( 625) 36'- 6.0" -357/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) 17-03-15 19-02-01 T T T 3-03-02 1-,000--�08 5-00-11 3-00-06,/ 2-10-07 4-08 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-09-08 -05-10 1 06-f2 3-10-09 0' 0�9 4-01-07 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' T 1' T T-'( 1' 1' tI' T I MAX LL DEFL = 0.112" @ 24'- 10.1" Allowed = 1.779" 7-04-01 MAX TL CREEP DEFL = -0.185" @ 12'- 0.5" Allowed = 2.372" IIsi-6X6 MAX HORIZ. LL DEFL = -0.039" @ 36'- 2.5" 12 12 12 12 MAX HORIZ. TL DEFL= 0.065" @ 36'- 2.5" 8.00 17 8.00 176.0" Q e.00 'q8.00 7 .y-r( \ Design conforms to main windforce-resisting M-1.5x3 M-3x9 system and components and cladding criteria. M5X}0 3-5x6 Wind: 140 mph, h=15£t, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), tload duration factor=l.6, M-9x6 .4110116,..14-4X6 End vertical(s) are exposed to wind, 3 Truss designed for wind loads /'� in the plane of the truss only. M-3x6 2 M-3x6 0 I 01 M-1.5x3 i.- 0- 0 �y �M-1.5x3 �o 1 14I** 15 I1: 18l- I M-3x5 M-3x8 0 -- ;, �I M-1.5x3 `�I 1 - 948 M-3x8 0.25'4 M-3x8 M-3x5* a M-1.5x3 M-5x6(S) y . l y Y l y ,1 l y 6-10-14 2-09-6205--02 -12 5-02-07 7-02-11 3-01-15 8-09-07 y .C4D� pROF J 10-11-12 J. y 25-06-04 J. �% NGINE-E 6S, 11-11-12 1-00 24-06-04 Q,' 19 0�9 y 36-06 �- 8922000PE c"" JOB NAME : NRT 5 PLEX 201-205 - Z4 /«� Scale: 0.1352 t.+ WARNINGS: GENERALNOTES, unleeectherwbenoted • OREGON M • '^� 1.Builder and ereclbn contractor should be advised of all Genesi'Notes 1. M This design Is based only upon the parameters own and Is for an IndNidual w Truss: Z4 and Warnings before conetnrdlon commences building component.Applicability of design parameters and proper �7 2.204 compraWon web bating must be detailed where shown 0. Incorporation of component Is me responsibility of the building designer. <0 ':7), 1 A A© :\- J.Additional temporary bracing M Inure debility durbp conalructlon 2 Design be 115mes the lop and bosom chortle to be tataralty braced at V 1 Y 4 by Is the responsibility of the erector.Additional permanent bracing of 7 nlln oil et t tl et hIno.crespectively pl unless eaktinraced throughout r dr length). AFR R:10- DATE: continuous shglog or lateb acing red sired whe a end/or drywall(BC). 1/28/2016 me overall Muclura Nth.roapoW6Wty of the building designer. 3.2s Impel bridging or lateral bating required contra shown 00 SEQ.: K1691026 4.Noload should be applied b any component limbi after all bracing and 4.Installation eallt eeomneeishe apo sibe uleyaf therwspectivv.N.tractonmenl, fasteners ere omelet.end at no time Mould any load.greater man and gra for'dry trusses re tob. TRANS I D: LINK design beds be applied to any component. 8.Design assumes lull bearing at all supports shown.Shim or wedge If 5.CnmpuTNs has no control Over end assumes no responsibithe ne ltly for tCe6e,ry. EXPIRES:.. 19/31/2017 fabrication. lcation.handling,shipment and Installation of components. 7.Design assumes adequate drainage prodded. January 29,2016 B.This design Is furnished subled to the limitations set forth by 8.Pietas shalt be located on both feces of trues,and placed so thek center TPIANTCA In SCSI,copies of which will be furnished upon request. Imes coincide with joint center Imes. C.2600 Indicate eke of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L(-E I0.For basic connector plate deelpn values see ESR.f Bt1,ESR-1 NB(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 fil&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -81) 96 14-15=(-215) 1230 1-19=( -119) 84 9-21=( -581) 789 BC: 2x4 KDDF N16BTR SPACED 29.0" O.C. 2- 3=(-1624) 801 15-16=(-972) 1764 14- 2=(-1832) 786 21-10=( -644) 599 • WEBS: 2x4 KDDF STAND 3- 4=(-1308) 694 16-18=(-472) 1764 2-15=( -133) 964 10-22=( -715) 268 LOADING 3- 6=( 0) 0 17-19=) 0) 0 15- 3=( -301) 608 11-22=( -281) 590 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 5=(-1879) 1063 19-20=( -5) 17 15- 4=( -907) 531 22-12=( 0) 360 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1993) 1327 20-21=(-347) 1359 16- 4=( -2) 31 12-23=(-1858) 887 TOTAL LOAD = 95.0 PSF 7- 9=(-1938) 1005 21-22=(-599) 1572 4-18=( -334) 237 23-13=( -170) 202 __----------_________________------- 9-10=(-1933) 1268 22-23=(-561) 1160 5-18=( -983) 951 NOTE: 2x4 BRACING AT 24"OC DON. FOR LL = 25 PSF Ground Snow (Pg) 8-11=( 0) 0 19-18=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1362) 902 18-20=( -167) 1192 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1679) 974 18- 7=( -696) 1163 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -106) 198 20- 7=( -567) 778 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 9=( -817) 701 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -296/ 1693V -398/ 369H 5.50" 2.63 KDDF ( 625) ** For hanger specs. - See approved plans 36'- 6.0" -936/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) 17-03-15 19-02-01 T ' f 3-03-02( 2( -O-07-09( 3-11-08 3-09-15 ( 4-01-07 ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-09-08 2-05 10 11-33 4-03 2-10-07 9-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' 1' 1' 1 9`( 1' '1 1 1 ' f MAX LL DEFL = 0.128" @ 24'- 10.1" Allowed = 1.779" 7-09-01 ` MAX TL CREEP DEFL = -0.185" @ 24'- 10.1" Allowed = 2.372" 12 I 12 SIM-6x6 12 12 MAX HORIZ. LL DEFL = -0.039" @ 36'- 2.5" MAX HORIZ. TL DEFL = 0.066" @ 36'- 2.5" 8.00 177 8.00 p 6.0" Q 8.0D 7:]8.00 6 7 4`3-4' 8M-3x4 Design conforms to main windforce-resisting M-1.5X3 system and components and cladding criteria. M-5x10 ' e\ \:11 -5x6 Wind: 140 mph, 1=15ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • M-9x63 Al iM46 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-3x6 2 M-3x6 0 z M-1.5x3 \NI i1y M-1.5x3 -,N * l0 0r I 19* 15 11: 181-_ M-3x5' M-3x8 No 1 M-1.5X3 111-55c8 20 1v� 22 **23 N M-3x8 0.25 M-3x8 M-3x5 M-1.5x3 M-5x6(S) y 6-10-14 2-09-080Il�Y-12 5-02-07 7-02-11 3-01-15 8-09-07 y ��Ep PR OF�CS. J. 10-11-12 y y 25-06-09 y c� ' GINE, 4S/ 11-11-12 1-00 24-06-04 , CO. • v ' 1i' 36-06 y Ct� 89200PE 9<' JOB NAME : NRT 5 PLEX 201-205 - Z5 , /�. Scale: 0.1352 "'. MO I.WARNINGS: O.mAd design Is NOTES, unlessotherwise parameters 97� OREGON �.( I.Gunder and erection mntreda Mould be advised of all General Nolaa 7 This destpn b baud onM upon the paomslen Mown and Is ler an Individual // Truss: ZS and Warnings before construction commence. bendtig componentAppgabnity of design parameters and proper 2.2e4 comprasston web bracing must be Installed where Mown+. wmrponllan of component b the raeponstblllty of me building tlastgnar. IQ " � 14 n O\ �4.., 3.Additional temporary boning b Inure stability during construction 2.Design..worse IM lop and bottom chords to b latently braced sl L b IM neaponelUYty of the erector.Additional permanent boning o! 2 o.c.and et 10 o.c.respectively unless braced throughout their length by `` DATE: 1/28/2016 the overall structure A the re Iain f the building de. continuous Meath/11g 0t ater a plywood Mathhere s and/or drywell(BC). MFR R.I s^' spoor Y o ng gear. 3.2a Impact bridging o!label bracing required where Shawn++ SEQ.: K 16 910 2 7 4.No load Mould be applied to any component until alter all bracing and 4.Installation of truss is the responsbUhy of the respective contractor. fasteners ars complete end at no time Mould any loads greater than 5.Design euumes trusses are to be used in a non-corros6e environment, TRANS ID' LINK design weds be applied la any component. and era or dycondition.af use. 5.ComW iw has no control over and assumes no ruponstbrNly ler the8.Design assumes umes full bearing et all supports sown.Shim or wedge If EXPIRES: 12/31/2017 J fabrication.handling.Mlpmentand installation ofcomponents. 7. necessary. esmesadp".tedrainage4provided. January 29,2016 8.Thh design Is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,end pieced u thin center TPIMRCA in SCSI,copies of which will be furnished upon request. ins.coincide with joint unto,lines. El.Digits Indicate sin of plats In Inches. MITek USA,Inc/CompuTrus Software 7.6.7(10-E 10.For basic connector plate dastgn values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF ikl&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF 2400F SPACED 24.0" O.C. !COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND Design conforms to main windforce-resisting LOADING 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: 140 mph, h=33.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, NOTE: 2x9 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (pg) End vertical(s) are exposed to wind, ALL FLAT TOP CHORD AREAS NOT SHEATHED _______________ ___-----______= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads _______ _ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - Note:Truss design requires continuous M-1.5x4 or equal at non-structural bearing wall for entire span UON. vertical members (uon). 16-09-07 1-07 18-07-09 T 1 1' 1' 8-00-07 7-08-15 1-00-01-017-00-01 5-09-15 5-08-03 6-01-07 12 8.00 M-9x6 5 6 M-6x6 12 Q 8.00 ir 9 yi�1� M18HS-5x16(5) M-3x5 0.25" ,,� M-5x8(5) 1111111111111 - 0.25" 111111111 1. . 11/11111. : 11,10iillii,„,....,,mo_4M-9x8z ,I x8 T eel i -/fV 12 M-Yx 8 M-Ya8 0.2565 M-3x6 M-137x8 18 M-5x6 M-5x6(5) M-5x6 ��E'Q PROF¢'s l l l y >~ 1 )' c?. G INE cSj 7-08-15 7-10-11 9-00-06 5-09-15 5-08-03 5-09-15 y y \'� F,q QA` y ) _fes. 1-06 37-00 1-06 89 2 00 P E �<" JOB NAME : NRT 5 PLEX 201-205 - Z6FW ` � � , G Scale: 0.1853 — I. WARNINGS: GENERAL NOTES, unless otherwise noted: PP I.Builder and erection centrad°,Mould M advised of all bnerel Notes I.This design b based only upon the penmen shown and Is nr an individual OREGON .(/ Truss: Z6FW and Warnings before construction commences. building component.AppinbWly of design paremetara and proper A Z.?Its mmpnasim web bracing must M Metalled when shown.. Mmrporetlon of component Is the responsIbllHy of Me building designer. GAO�'7)/ 14 2,0 �i- 3.Additional temporary bracing to Insure daddy during conslruaion 2.Design mums the top end bottom chords to M laterally band at N Is IM responsibility of Me codon.Additional permanent braebp of 2'o.c.end et IS o.c.respctiely unless braced throughout Melt length by fe DATE: 1/28/2016 Me overall structure le the responeblW of Me building deaths, 2x impact sheathing!demi as plywood Mee where and:drywall(BC). MFR RILL Y 3.2v Impact bdtlping or lateral bndng required whore Mown.. SEQ. : K1691028 a No bed arecmpletehould be anto.cymmmn.MuMyellereleracbgend 5.DeeMahonofyuaNthss trusses araelobeuwtlInanonmrmstre ity el Me respective nvrornmeM, htlanenera complete and elm Re.Mould any beds greeter Men end a fmumn%by condition'of use. TRANS ID: LINK design bedsheapplied toany component. 6.Design rummesfull Marlngatell supports shown.Shim orwedge if EXPIRES: 12/31/2017 5.Compurrus has no control over and femme.no responsibility for the µn, fabrication.handing.shipment and HNNlalice of components. 7.Design assumes adequate draInage b provided. January 29,2016 6.This d&Nip Is famished sub)ed to the Imitations eel forth by 8.Plates shell be located on both fads of buss.end placed so their center TPNYTCA Sr SCSI,cope.of which wet be furnished upon request. Inas coincide with(oMl canter Sees. 9.DI9F.Indicate ere of pleb In Inches. MITek USA,Inc./ConpuTN6 Software 7.6.7(1 L)-E to For best connector plate design values see ESR-1311,ESR-1986(MfTek) I 1nbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 6-4-8 dimensions shown int ft-in-sixteenths I Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y p y 4 (Drawings not to scale) offsets are indicated. � Damage or Personal Injury raMDimensions are in ft-in-sixteenths. •lib, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,Is always required. See BCSI. TOP CHORDS 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16 /11110111 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I _ .. o bracing should be considered. I 0 3. Never exceed the design loading shown and never Ostack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 6-7 I-- designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC E$Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated by symbol 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. *ILIndicates 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. ■I♦� reaction section indicates joint 17.Install and load MII al IIII RIM number where bearings occur. __ vertically unless Indicated otherwise. Min size shown is for crushing only. Tp 18.Use ofreen or treated lumber may y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPII: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for BracinMill is not sufficient. BCSI: BuildingComponent SafetyI/ Information, 20.Desi n assumes manufacture in accordance with Guideto God Practice for Handling, n. andIke ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013