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Plans (4) Iv�STc2,.r0.9-W 3 t5 rl�1VL' L'' t4 -19-16 Iseb_urg J6 MAN 2610 B ' Q `�"' Sufis calif-RECEIVED` 1:4 pm A Forest Product,Cowan.)owa;rr. {'� 1 of 1 CS Beam 2016.4.0.5 1?P C 0 6 2018 lcmBeamEngine 4.13.19.1 Materials Database 1547 CITY OF TIGARD Member Data BUILDING DIVISION Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 1h n t / / / 14 0 0 ® 12 0 0 2600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 485# -- 2 14' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1336# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 413# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 382#(238p1f) 103#(65p1f) 2 1028#(642p1f) 308#(193p1f) 3 334#(208p1f) 79#(5OpIf) Design spans 13' 9.375" 11' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1409.'# 2820.'# 49% 5.73' Odd Spans D+L Negative Moment 1730.'# 2820.'# 61% 14' Total Load D+L Shear 698.# 1220.# 57% 13.99' Total Load D+L End Reaction 485.# 1151.# 42% 0' Odd Spans D+L Int. Reaction 1336.# 1775.# 75% 14' Total Load D+L TL Deflection 0.2243" 0.6891" L/737 6.42' Odd Spans D+L LL Deflection 0.1847" 0.3445" U895 6.42' Odd Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L. HENDERSON StrongEWP MANAGER StrongTie Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined aswhen the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 ]esign must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-8.58-54683 imam 11 REC WED MI6) PEC C6 2018 mfffr k' CITY OF "[CARD BUILDING DIVISION MaTek USA, Inc 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-290_UP_H Fax 916/676-1909 2610 BC The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R42684373 thru R42684384 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <; Ep PR,Of , ANGIN,E �' cc 87 2P[= • r 5. isv yyr,*�j, OREGOAC �y k .7`9A. H:v EXPIRES:0/30M015 August 25,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. (Job (Truss Truss[Floor Type Qty Ply 2610 BC . R42684373PL13z290UP H F01 1 1 Job Reference(optional) • Pacific Lumber&Truss Co. Lake Oswego,Oregon 7.430 s Jul 25 2013 MITek Industries,Inc.Mon Aug 25 09:49:382014 Page 1 • ID`egh?eklplOgFEQgnUaloSyJt2m-xz31NiD3wNrt-Oyv1515aF?3Xj?yGp7nF6fznNMykJbR I 2-6-0 1 9-5,41,1 r. 1-2-0 1 1.0-11-8 1 1 1-2-0 11 2-1-0 I F Scale=1:28.5 3x5= 3x4= 3x4= 355= 3x4= 1 2 • 3 4 5 8 7 8 9 10 IWN le V �- _ - 11 11 'L tag ] 1 17 16 15 14 13 12al 354= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-7-4 2 5-191 13-3-12 16-10-12,1 1 165-12 82-4 0.9Jo 0-7-0 3-10-0 0.7-0 0-7-0 2-4-0 0-7-n Plate Offsets(X,Y): [6:0-1-8,Edge],[8:0-1-8,Edge],[9:0-1-8,Edge],[16:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSi DEFL in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(i'L) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0%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, Except: 2-2-0 oc bracing:13-14. REACTIONS (lb/size) 18=734/0-4-4 (min.0-1-8),11=734/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2547/0,3-4=2547/0,4-5=-2895/0,5-6=-2895/0,6-7=2851/0,7-8=2851/0,8-9=-1674/0 BOT CHORD 17-18=0/1557,16-17=0/2931,15-16=0/2895,14-15=0/2895,13-14=0/1674,12-13=0/1674,11-12=0/1674 WEBS 8-13=-324/0,9-12=0/347,2-18=-1680/0,2-17=0/1069,4-17=-415/0,4-16=-302/0,8-14=0/1312,7-14=-294/0, 6-14=-352/0,9-11=-1851/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)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. LOAD CASE(S) Standard VD PR.Ope 'LY Q, :81e: 2PE Up �y � . / • N• �0OFIEGO cp 4 O-20 .8. 'R. "0' • At, 1-ten EXP. RES:'110/201'5 August 25,2014 ®WARNING-Verify design parameters ad READ NOW OM THUM INZU1$£D MITEKREFEREf9 MGENU•7473 res ff 9/20111D WELBE NM • Design valid for use only with MTek connectors.This design Is based only upon parameters shown,and Is for an individual building component. � •. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the Mel('1elj�� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding . ,. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1711 Quality Criteria,0S11-84 and BC51 Building Component 7777 Greenback Lane,Sufte 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312 A exandria,VA 22314. Citrus Heights,CA,95510 niau herr Pine(SPliuml»risspecified,she desyrsuaieessve awsrdlectiec O6/a0f2Os3byALSC IJob Truss Truss Type 2610 BC R42684374 PL13-290 UP Fl IF02 (Floor 11 1 • laty /Ply Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon : . r 7.430 s Jul25 2013 MITek Industries,Inc.Mon Aug 25 05:49:39 2014 Page 1 ID:_egh7ekl p10gFEQgn Ual oSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbmgPMtYcgO LJ lKwoykJbQ . 1 1-o-0 1 10-8.4 1 1 1-2-0 1 1 1-8-8 i t 1-9-0 1 1 1-7-0 i 1 1-4-4 1 1 1-6-0 1 1-6-0 1 . Scale=1:327 4x4= 3x4= 3x4= 3x4= 354= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 •N rmll/mtryr- • `111 41 1 riiiiit -i ig- lw--A" ,qt,I. IF2 ;w 0 26 25 24 23 22 21 20 - 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x8= 3x8= 3x4= 9-5-12 14-5-12 1 8-3-12 1.10-12) i 13-3-12 1-10-1^f 1 19-2-8 i 8-3-17 6-7-0 0-7-0 3-106 7-0 0-7-0 4-6-17 Plate Offsets(X,Y): f10:0-1-8,Edgel,[12:0-1-8,Edpel,[13:0-1-8,Edgel,123:0-1-8,Edgej LOADING(psf) SPACING 1-7-3 CSI DEFL In (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.29 21-22 >780 480 MT20 220/195 TCDL 10.0 Lumber increase 1.00 BC 0.64 Vert(TL) -0.46 21-22 >499 360 BCLL 0.0 Rep Stress Ina YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code iBC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1522/0,3-4=1522/0,4-5=-265810,5-6=-2658/0,6-7=3409/0,7-8=-3409/0, 8-9=3795/0,9-10 795/0,10-11=3782/0,11-12=3782/0,12-13=-3057/0, 13-14=2065/0,14-15=2065/0 BOT CHORD 26-27=0/810,25-26=0/2135,24-25=0/3077,23-24=0/3646,22-23=0/3795,21-22=0/3795, 20-21=0/3057,19-20=0/3057,18-19=0/3057,17-18=0/1161 WEBS 9-23=273/0,12-20=-282/0,13-19=0/322,2-27=-1135/0,2-26=0/997,4-26=-858/0, 4-25=0/732,6-25=587/0,6-24=0/465,8-24=-391/0,8-23=0/493,12-21=0/929, 11-21=270/0,10-21=-107/281,15-17=-1396/0,15-18=0/1086,13-18=1239/0 NOTES 1)Unbalanced floor live loads have been considered for this design. , 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSITTPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to .-� --. be attached to walls at their outer ends or restrained by other means. D..PR,OF LOAD CASE(S) Standard , 0 1 s�Y2- �,,c? :8 t. 2PE r (p cv -7 ' .Q EG•Nq,�4./ OS \s‘P. it HER .XP1RE£:.0O/201:5 August 25,2014 Q WORMS.Verll,design parameters etdR&10 RC7ESOff 7H1SARO IW.111iQEO mum RE ERRKFPAGEN17--7973 res 1/29/2011SPOSEUSE �� Design valid for use only with Milek connectors.This design is based only upon parameters shown,and fs for an Individual building component. • Applicability of design parameters and proper incorporation of component•Is responsibility of building designer-nat.truss designer.Bracing shown T = .. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibbilltfy of the IQ.�• • ' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding , • , fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,053-89 and SCSI Building Component 7777 greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 • NSouthemPinefSPPJumberLispecifeed thedestsnvalues nee dwseeffective OEfOf/2013byALSO 1 Job Truss Truss Type IQty Ply 2610 BC R42684375 PLI3-290 UP H F03 Floor 5 1 • Job Reference(optional) Pacific Lumber 8 Truss Ca., Lake Oswego,Oregon • 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1. • • ID:_egh?ek1pIOgFEQgnUa1oSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbr8PV YiOLJiKwoykJbQ I 1-3-15 I i 1-7-n 1 1 0-5-1 1 2-8-0 I • Scale=1:11.4 3x4= 11.5x3 II 2 3 1.5x3 II 4 3x4= 5 1.5x3 II o i o 0 II/Pr- 1 • N I /l .'• . n 1.5x3 II 3x4= 9 8 7 6',--,, 3x4= 3x4= I 1-6-15 1 2-1-15 1 2-8-15 2110-75-11-0 1-fl-1F n-7-n 0-7-n 1- 3-0-9 Plate Offsets(X,Y): [2:0-1-8,Edge),[7:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/1P12007 (Matrix) Weight:28 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 5-11-0 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) 9=255/Mechanical,6=255/0-1-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-317/0,3-4=-317/0 BOT CHORD 8-9=0/317,7-8=0/317,6-7=0/390 WEBS 2-9=-391/0,4-6=-421/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)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. LOAD CASE(S) Standard ..co PRope," ��<0 ��, 1NE�c /e2. ..£37,4 2PE 7. jc" '0) ORE— GO (152' 4 tO 'yp. R. '� P • • . `P.113ES:16/80/201.5 August 25,2014 • AWARMhG-Irer1ydesigayammefesandREADNOWESONINiSANDIMMEOMREKREFERENEPAGEMfLl4nmw1/29/ZC1 BEFURESE �� Design valid for use only 144th MRek connectors.This design is based only upon parameters shown,and is for an Individual building component. " • • 'i Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not fruss'designer.Bracing shown • • • is for lateral support of indMdual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the .MiTek° 'erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer For general guidance regarding • fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPII Quality Criteria,098-89 and SCSI Building Component 7777 Greenback Lane,Cute 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 NS ' • outhernPinel lumber isspecifIed,the-design vawtb esartan.afectiveD6/02/2013MiALSS' IJob I Truss Truss Type Qty Ply 251013C R42684376 PL13.290 UP H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:40 2014 Page 1 ID:_egh7ek1p1OgFEQgnUaloSyJt2m-uLBVoOFJS_11FF3hC782KQ8?NpsoHBhYa2SuSEykJbP I 2-2-4 I . I 3x4= 2 1.5x3 II Scale=1:8.8 a 0 N N I 1 ►, A 4 3 1.5x3 II 3x4= 2-5-4 I 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (too) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a nla SCOL 5.0 Code IBC2012/iP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except SOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard . .PROP4, cam,•4 -- • /9 `�/p2 'C. :87022PE . r• / q 00 OAEGO r15)Q� S k HOA • .XbP1AES:11673O/2015 August 25,2014 walid ..,. .,...,.. ....;:: .,,.,., ... .,,;... _. .,.:..,. ....,..., ,,......: ... ............ ......._. � - Design for use .. ®MAN . MANTAS . MgnparametersandREADNOiESON7Nt. 0MN7ffKREFERECEPAGENIb1473re¢1/29'T011I#FORfh6E g e only with connectors.This design is based only upon parameters shown,and is for an Indivldual.building component. • �p • .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not.truss:designer.Bracing shown _ . Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the • MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guldance.regarding � fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,OSB-S9 and SCSI Building Component 7777 greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Helg his,CA,95610 IiSbutturePnetSV}lumbaris*miff d,shadesign,raluosarmfioseafective05/05/2023byAL5c • . /Job Truss Truss Type Qty Ply 2610 BC ' R42684377 PL13-290 UP_H F05 (Floor 2 i Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon '• i 7.430 S Jul 25 2013 MTek Inddstries,Inc.Mon Aug 25 09:49:41 2014 Page 1 • ' . ID:_egh7ek1p10gFEQgnUaloSyJt2m-MXItOkGxCLAZtPetmgfHteg57C2VOTBhocBR hykJbo 1 1-0-0 1 . 10.9-4 II 1-2-0 Ii 1-5-8 II 2-0-0 11 1-2-0 11 2-3-8 I 2-6-0 Scale=1:33.2 4x4= 3x4= 354= 3x4= 3x4= 354= 3x8= 1 2 3 ///-4 5 //`6 7 8 9 10 11 12 13 14 15 .,' I/ \ , \ \14/\I I-N.I 1 ( . - j 0 17- 111 • 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 355= 3x4= 3x6= 3x5= 3x4=- 9-5-12 95.12 145-12 1 6-3-12 81-10-121 { 13.3-12 1?-10-i? I 19b-4 I 8-3-12 0-7-0 6.741 1-1641 6.7-0 0-7-8 50-8 Plate Offsets(X,Y): [10:0-1-8,Edge],f12:0-1-8,Edqe],[17:0-1-8,Edge],f21:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (ioc) i/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.53 18-19 >442 360 BCLL 0.0 Rep Stress lncr YES WB 0.75 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) . SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 25=85310-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1550/0,3-4=-1550/0,4-5=2714/0,5-6=-2714/0,6-7=-3493/0,7-8=-3493/0, 8-9=-3907/0,9-10=-3907/0,10-11=3977/0,11-12=-3977/0,12-13=3210/0, 13-14=-3210/0 BOT CHORD 24-25=0/824,23-24=0/2177,22-23=0/3147,21-22=0/3744,20-21=0/3907,19-20=0/3907, 18-19=0/3210,17-18=0/3210,16-17=0/1855 WEBS 9-21=-285/0,12-18=-260/0,13-17=-396/0,2-25=-1155/0,2-24=0/1016,4-24=-878/0, 4-23=0/751,6-23=-607/0,6-22=0/485,8-22=-407/0,8-21=0/512,12-19=0/987, 11-19=290/0,10-19=-9/349,14-16=2002/0,14-17=0/1482 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)16. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUfPI 1. 5)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. �� PR NF s LOAD CASE(S) Standard �c..*N- • 15C9 LOAD :87£22PE • p.,•, • V -7 ''3A. j`O,nEG N ti)AL1•• O84lr K -2 .? P1fiES:1101'30/201.5 August 25,2014 A WARNING-Veil ydeign parmaeten a ed READ IWMESON7N1SAM)MUDS MEN REIEREAMPAGE NU-7473 ret 1/2/2OU8ERNEUSE . ®'. Design valid for useonly with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. . • Applicability of design parameters and proper incorporation of component is responsibility of building designer.not truss designer_•Bracing shown V - is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during constructlornis the responsibillity of the • Mi erector.Additional perrnonentbracing of the overall structure fs the responsibility of the building designer.For general guidance regarding . /Tek° fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,0S6.89 and BCSI Building-Component 7777 Greenback Lane,Sults 109 ' Safety Information available tram Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. • Citrus Heights,CA,95610 USgutb*rnPinefSPJumber8especified,the design valuesaratbnreNRasiv,066O1J2013byAL,SC • /Job /Truss (Truss Type /Qty /Ply 126,0 BC R42684378 • PL13.290 UP H F06 Floor 4 1 :. Job Reference(optional) Pacific Lumber&Truss Co.;'• Lake Oswego;Oregon •7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 • ID:_egh?ek1 p10gFEQgnUaloSyJt2m-iikJGD3GazclQUZD3KYAWQrDG?cNUIzTrl Gx_W7ykJbN 11-o-n 1 1 0•A-4 II 1-9-0 II 1-8-8 r1 1-0-0 II 1-2-0 it 1-5-8 II 1-6-0 1 1-6-0 1 • Scale=1:32.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 r‘r ,i, irsAalpqramiramirrai igIPP .. a ....11: CV t -.,e, IL Is'I'•er Mi , . .. .4.0 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 354= 9-5-12 14-5-12 8-3-12 �0-7-00-7-0 121 I a ao 2 10 7 0 X0-7-0 I 4-10-0 2 Plate Offsets(X,Y): 110:0-1-8,Edge],[12:0-1-8,Edpe],113:0-1-8,Edge],123:0.1-8,Edge] LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.47 21-22 >491 360 BOLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-11:0 oc bracing. REACTIONS (lb/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 2-3=1531/0,34=1531/0,4-5=-2676/0,5-6=-2676/0,6-7=3437/0,7-8=-3437/0, 8-9=3834/0,9-10=3834/0,10-11=3833/0,11-12=3833/0,12-13=3115/0, 13-14=-2080/0,14-15=2080/0 BOT CHORD 26-27=0/815,25-26=0/2149,24-25=0/3100,23-24=0/3679,22-234/3834,21-22=0/3834, • 20-214/3115,19-20=0/3115,18-19=0/3115,17-18=0/1168 WEBS 9-23=-278/0,12-20-281/0,13-19=0/312,2-27=1141/0,2-26=0/1003,4-26=-865/0, 4-25=0/738,6-25=-594/0,6-24=0/472,8-24=-397/0,8-23=0/502,12-21=0/925, 11-21=-271/0,10-21=-97/292,15-17=-1403/0,15-18=0/1097,13-18=-1261/0 NOTES • 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. . 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)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. i1/40•P RQFF !N Faso LOAD CASES) Standard -57 �,,.? �.0. 8 0 2PE / r• cn � .. ,N Ao '7A2,.OfEGO q, t1,i � 4%41 • O CER Os � HS‘; .CXP.113E-S:'f O/201.5 August 25,2014 A IYARNACI-Verities*paraaiefersastnien"MESON ROS Rau=NYISICREFERENCEaAGENrr-ror3to1/a$/2oUUa> r . Design valid for use only with MiTek connectors:This design Is based only upon parameters shown,and Is for an individual building component.. , .. . Applicability of design parameters and properincorporation.of component is responsibility of building designer-not truss designer.Bracing shown SI. • Is for lateral support of individudl web members only.Addltiondl temporary bracing to insure stability during construction is the responsibilllty of the • erector.Additional permanent bracing of the ovdrall structure is the responsibility of the building designer.For general guidance regard ng ,,4,:'. . fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/rPi1 Quality Criteria,008-89 and SCSI Building Component . 7777 Greenback Lane,suite 109 Safety information gvallable from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 .[ IfSouthern Pine5vptsasibstrisirectl,dthedez nv,JustatrthosrtcfecttueO6/01/2013bY.ALSC . . 1 Job Truss Truss Type Qty BC 2610 Ply 1 R42684379 PL13-290 UP H F07 Floor 5 I 1 Job Reference(optional) Pacific Lumber'&Truss Co.. •. Lake Oswego,Oregon • 7.430 s Jul 252013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 • iD:_egh?ek1p10gFEQgnUaloSyJt2rn-gkJGD3GazcIQUZD3}(YAWQrDLNcV013Dr1Gx W7ykJbN . 1 . n-9-12 I I 2.841 Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4= 41.553 II ° o 0 • 1 \A/ N G 3x6= ,t44 7 6 „ 1.5x3 II 3x4--7- I I 8-2-4 I 6-2-4 LOADING(pet) SPACING 1-7-3 CSI DEFL in (loc) l/defl Ud PLATES GRiP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Holz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:29 lb FT=0%F,0%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 SOT 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) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-284/0 BOT CHORD 5-6=0/416 WEBS 3-5=-449/0,1-6=0/373 NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TP1 1. 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. LOAD CASE(S) Standard . PROF ss5N , X ,, ,'o,•' • :,90 : • � :17 4 .. , •-y t4)).d` GON r15' 4.) . . 1fiES:86/30/2015 August 25,2014 A WARNING-Writs design parameters aa&READ NOI'ES W/nag AND MIMED M77EKREEBfEAKEAAME NII-7473 rex 1/29/2031BEFORFU6E r.. • Design valid for use only with Mitek connectors:This design Is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and properincorporatlon of component B responsibility of building designer-not truss designer.Bracing shown ':.1,... . is for lateral support of Individual web•membersonly.Additional temporary bracing to Insure stability during construction is the responsibillity of theerector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding lit fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and SCSI Building Component 7777•Greenback Lane,Suite 109 ' • Sff3aihern Pbse(SP)Iu ilmber'isspetlfied thInstitute, designswallies are Lee hasealrtstive 06/05/2923 byAfSC 4 Citrus Heights,CA,95610 Job Truss Type Ply 2610 BO 842684380 PL13-290 UP H /Truss 1Qty 1.,F08 Floor 1 1 1 •• Job Reference(optional) Ply Pacific Lumber&Truss Co., Lake Oswego,Oregon • 7.430 s Jul25 2013 Mrrek Industries,Inc.Mon Aug 25 09:49:43 2014 Page 1 • ID_egh?eklplOgFEQgnUaloSyJt2m-IwseRPHCkvQH6joGtFhly3mSvOnLUQu GwgY3ZykJbM • 1 1-n-n 1 I�6-1I 1-2-0 1 1 1-8-8 11 1-9-0 1 1 1-2-0 1 1 1-5-8 1 1 1-6-0 1 1-6-0 1 Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 //`4 5 6 7 8 9 10 11 12 13 14 15 16 4 IV III .-.11r..-miri ilIWiml P.` bag-.41‘1111111-.WI'"'"41411. ill iCsilCDw I l' 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 14-5-0 1 ' � 1 8.30 0-7-0 -0 1-10-0 13-10-9 � I 0-70.7-0 413-0 Plate Offsets(X,Y): f10:0-1-8,Edge),[12:0-1-8,Edge],[13:0-1-8,Edge],123:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (too) ildefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress incr YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL .5.0 Code IBC2012/TPI2007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:26-27,25-26,17-18. REACTIONS (lb/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Harz 27=2601(LC 1),17=2601(LC 1),17=-2601(LC 1) FORCES (Ib)-Max.Comp-/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1525/0,3-4=-1525/0,4-5=-2663/0,5-6=-2663/0,6-7=-3417/0,7-8=-3417/0, 8-9=-3816/0,9-10=-3816/0,10-11=-3806/0,11-12=-3806/0,12-13=-3114/0, 13-14=2070/0,14-15=-2070/0 BOT CHORD 26-27=1776/0,25-26=647/0,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=1471/0 WEBS 9-23=284/0,12-20=274/0,13-19=0/311,2-27=1155/0,2-26=0/980,4-26=884/0, 4-25=0/711,6-25=-612/0,6-24=0/444,8-24=-418/0,8-23=0/500,12-21=0/900, 11-21=26410,10-21=106/282,15-17=1412/0,15-18=0/1076,13-18=-1269/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Non Standard bearing condition. Review required. 5)This truss is designed in accordance with the 2012 international Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,R1/40). P RN,. 6)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 �'�'• 1j 5:5' ' be attached to walls at their outer ends or restrained by other means. ��\ * , . LOAD CASE(S) Standard S i 2PE / r' y '0j, dfEGO q Q'/ �4 M/•; R. '+N '.40 ..7 4. .V. � . I1RE-S:-1X6 0/201`5 August 25,2014 WARNIMI-YerAi'tleriga psfanre✓en antAFAO AONSON MU AND MIMED MINN REFERENCE PAGE Mil-1413 res 1/29/2014081711E1ISE �� • Design valid for use only with MTek connectors.This design.Is based only upon parameters shown,and is for an individual building component. . - .Applicability of design parameters and proper incorporation of component is re,sponsibllty of building designer-not truss designer.Bracing shown • - • . • • Ir is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibillity of the ,1��® erector.Additional permanent bracing of the overall structure is the responsibliy of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,055-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information"�a�vailabie from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Cirrus Heights,GA,95610 IfSo:slu rPinetsPp.iunsberisspscmmed,thedesignsrdwsrrcthosrsfectiveD6IQ5J2013byAMC . Truss Truss Type Qty Ply 2610 SC • /Job III2 1. Job Reference(optional) R42se43et 'PL13 290 UP H F09 Floor • Pacific Lumber&Truss Co., Lake Oswego,Oregon . .• • . • 7.430 s Jul26 2013 MiTek Industries,Inc.Mon Aug 25 09:49:44 2014 Page 1 • • ID_egh?eklplOgFEQgnUaloSyJt2m-m6Q0ellgVDY8ktNSRzC VGIhsQBuDzo8VaQ5b?ykJbL • 1 0-8-4 1 1 2-6-0 I Scale=1:11.6 1 3x4= 21.5x3 Il 3 3x4= 4 1.5x3 II o e 0 N o I N B L 3x6= td 7 6 " 1.5x3 II 3x4= 1 6-0-12 P1-0-121 LOADING(pat) SPACING 1-7-3 CSI DEFL in (IDc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Ina* YES WB 0.18 Horz(rL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/rP12007 (Matrix) Weight:29 lb FT=0%F,0%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) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-7=-283/0 BOT CHORD 5-6=0/403 WEBS 3-5=435/0,1-6=0/363 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)5. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)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. LOAD CASE(S) Standard ,?,.. . PR,Op,S Qcdo N01 NEF s/0 2 • 4t• :871.22PE p. � Jy 4),.d91EG•N rte O. ,p. 4%4 a.ER1\ P .EP1RE-R:' 0/2015 August 25,2014 416 SWUNG-Vend,dolga r amanitaawl MAD A171tSQN1NISAND INCLUDED NIENRE'FEREMCEPAGE NW?413rex t/1!/2QUPM01MF+& . -.— Design valid for use only with MOTek connectors.This design is based only upon parametersshown.and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responslbilllty of the T • • I erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding •M�10 V • fabrication;quality control.storage,delivery,erection and bracing,consult ANSI/FP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,,VA 314. V Citrus Heights,CA,95610 • if Southern P ne ponds*risspecdNed,the drsignvalues are tboxefratre86/u I lob Truss Truss Type Qty Ply 2610 BC R42684382 •'• L13-290 UiP H /Truss (Floor 2 1 • I (Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09A9:45 2014 Page 1 I 1D: egh?eklp1OgFEQgnUaloSyJt2m-EJ Or5JSGXg?M0ye?g1D1Uryg0?yGbHjE9f7SykJbK 1 1-0.0 1 0-11-4 11 1-2-0 11 1-9-0 1 1 1-11-8 11 1-7-0 1 1 1-3-0 I - Scale=1:33.5 4x6= 4x5= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Fr N W I 1\1 I I I \IRI a ,-. -..., lrier,.....Nrrwr....mswed,„ 02�� 26 25 24 23 22 21 20 19 18 3x4= 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4= I 2-2-4 12-9.413.4-41 7-2-4 17-9-418.441 19-8-0 I 2-7-4 0-7-0 n-7-4 7-10-n 0-7-0 0.7-0 11-3-17 Plate Offsets(X,Y): [4:0-1-8,Edge],[6:0-1-8,Edgel,[7:0-1-8,Edgel,[26:0-1-8,Edgel LOADING(psf) SPACING ' 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress Ina YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1933/0,3-4=-1933/0,4-5=-3238/0,5-6=3238/0,6-7=-3797/0,7-8=-4014/0, 8-9=-4014/0,9-10=-3872/0,10-11=3872/0,11-12=-3166/0,12-13=-3166/0, 13-14=1879/0,14-15=-1879/0 BOT CHORD 26-27=0/857,25.26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=-754/0,4-25=-379/0,7-22_-288/0,4-24=0/1512,5-24=-282/0,6-24=-806/0, 15-17=-1295/0,15-18=0/1104,13-18=-908/0,13-19=0/734,11-19=-537/0,2-27=-1200/0, 2-26=0/1554,11-20=0/365,8-21=258/0,7-21=0/611 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)27. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,?,E,1.P R,OFF " l NE d'' LOAD CASE(S) Standard • �`5 k 0 '. 81o. 2PE 1- j • p �4)..Oi EGON 95)OLcNi W OS A., H�R1aP EXPIRES:.a640/2 01 5 August 25,2014 A r lesiva parwasters*W aoNOMON7WSMOisooar r WEREICE A Nrr•14nmxJ/29/2OU 111111E+& Design valid for use only with MTek connectors.This design is based only upon pgidmeters shown;and is for an individual building component. • . Applicability of design.paramefers and proper incorporation of componentls resgonsibi0ty ofbutding designer- not truss designer.Bracing sham ' • • is for lateral-support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the iT® . • �, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding <,. . fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 Quality Criteria,DSB-89 and BCS(Building Component 7777 Greenback Lane,dufts-109• Safety Information available from Truss Plate institute,781 N.Lee Street,Suite.312,Alexandria,VA 22314. Cirrus Heights,CA,95610 • MSout'b*m P1ne rAlumberis spectflosi,tlusdestsn valanacshntsltacsfve0GJ9t/2033 byALSC . Job Truss Truss Type - Qty Ply 2610 BC • R426643633 PL13-290 UP H P11 Floor 3 1 • Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon - 7.430 s Jul25 2013 MITek Industries,Inc.Mon.Aug 25 09:49:46 2014 Page 1 •• • ' --d ID:_egh?eklp10gFEQgnUaloSyJt2m-iWm3RJ41goszAXrZOESahOuuDhNhlhQyuvCfuykJbJ I 2-E-0 I r-1I 1-2-n II 0-11-8 1 1 1-7-0 11 1-11-4 1 . Scale=1:28.3 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 :*4%S.1 9_;i1 ifie !IV F 13 12 2 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8- 7 195-171 13-3-17 10-10-1A 1 16-8-0 1 6-2-4 0-I 0-7-0 3-10-0 0-7-0 0-7-0 2-2-4 0-7-n Plate Offsets(XX): [6:0-1-8,Edge),f8:0-1-8,Edpe),[9:0-1-8,Edge),[16:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Lid PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BCLL 0.0 Rep Stress incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:76 lb 'FT=0%F,0%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) 18=72710-4-4 (min.0-1-8),11=727/0-2-12 (min,0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=251610,3-4=2516/0,4-5=-2841/0,5-6=-2841/0,6-7=2786/0,7-8=2786/0,8-9=-1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=327/0,9-12=0/357,2-18=1664/0,2-17=0/1052,4-17=397/0,4-16=-310/0,8-14=0/1322,7-14=-290/0, 6-14=361/0,9-11=1785/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. • 3)Provide mechanical connection(by others)of truss to bearing plate at)oint(s)11. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)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. LOAD CASE(S) Standard • <<vO.PR,OF4S,S' 44 - :87022P-• r'` • yd >" �'o..O GON q, WN • l.1.0 Slik .EXP1 iE-S:ffe 0/2015 - August 25,2014 ®MARlAAIG•Yerr7fdesiga paromefaq sad READ 119 iESON MIS AND 16C1(AFD ltlSKPEE1EACE PAW MU-7413 raw 7/29l2D1199g1VfIHE. Design valid for use only with MITek connectors.This design is based only upon parameters shown;and is for an individual building component.Applicability of design parameters-and proper incorporation of comporr nt is responsibility of building designer-not-truss designer,Bracing shown - ,�• is for lateral support of individual-web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Ell -erector.Additional permanent bracing of the overall structure la the responsibility of the building designer.For general guidance regarding •- a fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPli Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 . ' • . Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 115autbem Pine(bp}fumbaris xpeciflad,shedestsn values are those effective 08/81/2013 byAFSC - ',lob Truss Truss Type Qty Ply 2610 BC R42684384 PLI3-290 UP_H 'Truss /Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MITek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 . - ID:_egh?eklplOgFEQgnUaloSyJt2m-IVYm3RJ41goszAXrZOESahOQbDsXhsyQyuvCfuykJbJ • . I 2-6-0 I 1-9-11 1 I 1-2-0 1 10-5-5 1 . Scale=1:18.8 1.5x3 11 304= 1.5x3 II 1.5x3 II 3x4= 1.5x3 11 1 2 3 4 5 6 ii viii 0 N r I 1 ow 1111111111411111%-im NEM WE MN 111111116111.MIIIIIIIIMIIINNIMININIMIIIkk 9 8 3x4= 7 1s" 3x4= 3x4= 3x4= 1 4-5-3 4- -11 5-1-11 1 5-8-11 51Or3 8-11-0 1 4-0-3 0-1- 0-7-0 0-7-0 0.1411 3-0-13 Plate Offsets(X,Y): f8:0-1-8,Edpe),[9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%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 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=387/0-2-8 (min.0-1-8),7=387/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=797/0,3-4=-797/0,4-5=-797/0 BOT CHORD 9-10=0/705,8-9=0/797,7-8=0/726 WEBS 2-10=-761/0,5-7=784/0,54=18/324 . NOTES 1)Unbalanced floor live loads have been considered far this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)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. LOAD CASE(S) Standard �D.PRDp • ��00 N 1 NEk- s/ � , Lt 870.22PE . c yGAJ, Or3.EG N r(qN� ' • 11OM8ER. 11` 'O EXPIRES:�0/201.5 August 25,2014 pWARAM-Vent/design parameters srdREAD NNESONINS AleRCMP NIJNwERw.EPAGENII7473rexf/2111201I WE Design valid for use only with MOck connectors.This design is based only upon parameters shown,and is for an individual building component. S77.7. Applicability of design parameters and proper Incorporation of component fs responsibility-of building designer-not truss designer.Bracing shown ' •• is for lateral support of individual web members only.Additional temporary bracing to insure stab7ty during construction is the responsibility of the • • + erector..Additional permanent bracing of the overall strructure is thhe responsibility of the building designer.Forgeneral guidance regardingfabrication.quality control,storage;delivery,erection and bracing,consult ANSI/IPII Quality Criteria,OSB-89 and SCSI Building Component ' 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 2231.4. If&oudtern Pint(SP)IumborIs**Med,the dolga vstunare theme dl trtiveO6/Dt/2033byAL9C Symbols PLATE LOCATION AND ORIENTATION Numbering System Stem eneral Safety Notes 34' Center plate on joint unless x, 6-4-8 offsets are indicated. Y dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) V A Iplates to both sides of truss Damage or Personal Injury ��_= Dimensions are in ft-in-sixteenths. ppYp and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. 0 1/1 TOP CHORDS diagonal or X-bracing,is always required. See BCSI. • • i 2. Truss bracing must be designed by an engineer.For p iiiiii•lba_Ea wide truss spacing,individual lateral braces themselves • �� may require bracing,or alternative Tor I �_� = bracing should be considered. 111111 U 3. Never exceed the design loading shown and never .• stack materials on inadequately braced trusses. III For 4 x 2 orientation,locate i ' 1�' O 4. Provide copies of this truss design to the building plates 0-AE'from outside BOTTOM CHORDS ' designer,erection supervisor,property owner and 8 all other interested parties. edge of truss. 7 6 5 5. Cut members to bear tightly against each other. ® This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint® joint direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. locations are regulated by ANSI/TPI 1. • Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOiNT 7. the envDesn ir environment in acco rd Illbwith suitably protectedr from NUMBERS/LETTERS. software or upon request. 8. Unless ots°noted,moisture content of lumber . PLATE SIZE shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for The first dimension is the plate ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. 4 4 width measured perpendicular 10.Camber is a non-structural consideration and is the to slots.Second dimension is ESR-1311,ESR-1352,ESR1988 ER-3907,ESR-2362,ESR-1397,ESR-3282 responsibility of truss fabricator.General practice is to the length parallel to slots. camber for dead load deflection. LATERAL BRACING LOCATION 11,Plate type,sae,orientation and location dimensions indicated are minimum plating requirements. 4,/l- Indicated by symbol shown and or Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and / in all respects,equal to or better than that SYP represents values as published • • by text in the bracing section of the by AWC in the 2005/2012 NDS specified. output. Use T or I bracing SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at if indicated. with effective date of June 1,2013 spacing indicated on design. BEARING 14.Bottom chords require lateral bracing at 10 ff.spacing, or less,if no ceiling is installed,unless otherwise noted. • Indicates location where bearings 15.Connections not shown are the responsibility of others. M (supports)occur. Icons vary but 16.Do not cut or alter tmember or plate without riot � reaction section indicates joint MUM ©2012 MTek®Ali Rights Reserved approval of an engine er. p number where bearings occur. ._y Min size shown is for crushing only. —_ 17.Install and load vertically unless indicated otherwise. tto brilTiell 18.Use of green or treated lumber may Industry Standards: environmental,health or performance risks Consul with ANSI/TPI1: National Design Specification for Metal project engineer before use. Plate Connected Wood Truss Construction. 19.Review all portions of this design front,back,words - and pictures)before use.Reviewing DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, is not sufficient. pictures alone riii Ir7 rt," rGuide to Good Practice for Handling, 'I 20.Design assumes manufacture in accordance with • Installing&Bracing of Metal Plate I ANSI/TPI I Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 • C T ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) a solomon@ctengineering.corn BULLETIN Date: July 19,2019 Number:CT-60 Project#: 15238 Project Name: River Terrace SF Attached: None Subject: Plan 2610ABD—Shearwall Clarifications Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the 'River Terrace SF' project located in Tigard, Oregon. For plan types 2610A, 2610B and 2610D, the front living room shearwalls (first floor) are P2 shearwalls. The structural calculations incorrectly show that the living room walls are double-sided 2P3 shearwalls. Please also note that the rear garage shearwall (first floor) is a P3 shearwall and the kitchen/garage shearwall (first floor) is a P2 shearwall. The structural calculations incorrectly show that the rear bedroom shearwalls (upper floor) are double-sided 2P3 shearwalls at the first floor. The rear bedroom walls do not occur at the first floor level. ,<c;`'\,\G I NIT tREG0A, 1 , 22,19<01 'qeS T. F 07/19/2019 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: July 19,2019 Distribution: Contact Information: Allyson Armstrong City of Tigard David Burnett Milbrandt Architects R:\15238 River Terrace SF\Bulletins115238_2019.07.19_CT60_Plan 2610ABD-Shearwall Clarifications.doc Structural Engineers RECEIVED DEC 0 6 2018 CITY OF TIGARD MiTqc5, Inc" / Corifi u` r.is Software !WILDING DIVISION ' rains 41. G- ner.ii it-s WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIM/TCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). psi 14 :16-11:111\Lrk 'aLd� ': q . 113 /J/ Il rrnEXPIRES 6/3i/ 1i►►►►►►m► This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x4 KDDF S1&BTR TRUSS SPAN 17'- 0.0' • BC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 COND. 2: Desiln checked for net -5 •as u.lift at 24 "oc sracin:. TC LATERAL SUPPORT <_ SPACED 24.0" 0.0. 12'OC. UON. NOTE:Design assumes moisture content does BC LATERAL SUPPORT <= 12"OG. UON. LOADING not exceed main at time of manufacture. • LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF Design conforms to windforce-resisting C,CN,CIorpla (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF system and components and cladding criteria. M,M20HS,,CN1S,(orM16 = MiTek MT series Wind: 140 mph, h=21.3ft, TCDL=4.2,8CDL=6.0; ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. load duration factor=1.6, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss designed for wind loads OM AND BOTTOM CHORD CHECKED FOR • BOTTOMCHORDLIVELPLIVE BOT OADSACTNON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. • Refer to CompuTrus gable end detail for complete specifications. • I 8-06 8-06 I l M-4x4 T 3 _ 12 `t 6.000 - 12 12 6.00 co 0 oMN 0 c 4 co 0 . M-3x40 M-3x4 1-06 17-00 y y 1-06 • JOB NAME : 2610-B NH POLYGON - Al ��,Eo PRdFFs WARNINGS: Scale: 0.4458 cc `�G\(f Th s/0 Truss: Al 1.Builder and erection contractor should be advised of all General Notes 1.ThisGENEuede gin is based only upon the parameters shown and is for an Individual �� se noted: . Ov • and Warnings before construction commences. building component.Applicability of design parameters and proper CC '9 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the buildingdesigner. '92.1 P E f DES. B�(; LTJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally brced at / DATE: 9/9/2014 Is the responsibility of the erector.Additional permanent bracing of 2'oa and at 10'o.c.respectively unless braced throughout their length by SC I� the overall structure is the responsibility of the building designer. continuousxImactsheathing such lateral as plywood sheathing(TC) `_s �Q• 6054134 4.No load should be applied to any component until after all bracing and 4.I stallation of truss is the responsibility of the respectivecontactor.itBC) - fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, + It TRANS I D• 407736 design loads be applied to any component. �j A_OREGON !V ~ • 5.CompuTrus has no control over end assumes no responsibility for the and are for"dry condition"of use. I+ _r! B.Design assumes full bearing at all supports shown.Shim or If IO '9y ,�4, 20 i- 1 P}� fabrication,handling,shipment and Installation of components. necessary. T II I I III I III IIII►III III I►II IIII B This design is furnished subject to the limitations set forth by e.Plates assumes adequate both drainage is truss,and `` c1 TPINvrCA In SCSI,copies of which will be furnished upon request. 8 Ines ce nciideewiiitth joint center Iiness of truss, placed so their center MFR R I Ly v MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.F9. or DigitsIndicate ccoonnectore oplate de esign Inches. es see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by LUMBER SPECIFICATIONSTO: 2x4 TRUSS SPAN 17'- 0,0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR%DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0" 0.0. 1-2=( 0) 76 2.7=(-238) 903 3-7=(-268) 212 2.3=(-1088) 302 7-6=(-227) 907, 7-4=(. -75) 456 - TC LATERAL SUPPORT,<a 12°OC, SON. LOADING 3-4=( •816) 200 7-5=(_275) 211 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-64.5=( -816) 214 DL ON BOTTOM CHORD = 10.0 PSF 5-6=(-1092) 309 OVERHANGS: 18,0° 0,0° TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ !MG REQUIRED BAG AREA Conner 8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,,CNIB (orM16 = MiTekprMT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -153/ 713V 787HO5,50° 1.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 17'- 0.0° -85/ 713V 0/ OH 5.50' 1.14 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing,) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013° @ -1'- 6.0° Allowed = 0.150° MAX TL CREEP DEFL = -0.014° @ -1'- 6.0° Allowed = 0.200° MAX LL DEFL = -0.024" @ 8'- 6.0" Allowed = 0,804' MAX BC PANEL TL DEFL = -0.055' @ 13'- 1.8' Allowed = 0.499' 1. 8-06 MAX HORIZ. LL DEFL = 0.012' @ 16'- 6.5' 8-06 MAX HORIZ. TL DEFL = 0.018' @ 16'- 6.5' NOTE:Design assumes moisture content does 1. 4-05-06 4-00-10 4-00-10 12 T ( 4-05 06 not exceed 19% at time of manufacture. 6.00[7'. iIM-4x4 12 12 6.00 T Design conforms to main windforce-resisting' system and components and cladding criteria. • 4 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 . 11111-.' . .....M-1.5x3 4 P, O ] _ _ ice78 M-3x4 M-3x8 o 6 M-3x4 y y • y ), y 8-06 8-06 1-06 17-00 y • JOB NAME : 2610-B NH POLYGON - A2 <�Q,ED PROFFs Scale: 0.3533 %�� SAO WARNINGS: GENERAL NOTES,unless otherwise noted: Truss: A2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual p and Warnings before construction commences, building component Applicability of design parameters and proper . 2 f-E 9� 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. A op,,, DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DATE' is the responsibility of the erector.Additional permanent bracing of 2'o•c,and at 10'o.o.respectively unless braced throughout their length by 9/9/2014 the overall structure is the responsibility of the building designer, continuous sheathing such as plywood sheathing(TC)andlor drywali(BC). `.� SEQ. : 6 05 413 5 4.No load should be applied to any component until after us bracing and 4.Inst2x allation oactbridging of truss s the responsior lateral bility of the respective contractor, f fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon-corrosive environment, OREGON ((�: TRANS I D: 407736 design loads be applied to any component and are for"dry condition'of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge if GAO .9)., 14, rLQN +� fabrication,handling,shipment end installation of components. necessary. T II I I Hill II III I I III 6.This design Is furnished subject to the limitations set forth byT.Plates assumes adequate one d thinac a Is trussed. TPIANFCA in SCSI,copies of which will be furnished upon rquest. 9.lines coincideewiitth joint center lines. faces of truss,and placed so their center SFR1111-k- 6. R I L�• • MTek USA,IncJCompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1888(MTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TRUSS SPAN 17'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ TC: 2x4 KDDF H1&BTR BC: 2x4 KDDF q1&BTLOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 7= 7- 8°)=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. . 2- 3=(-1937) 527 7- 8=( 472) 1687 7- 3=( -67) 453 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3- 4=( -910) 204 8- 9=( 442) 1531 3- 8=(-811) 377 BC LATERAL SUPPORT <= 12'OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5= 9=(-469) 1543 8- 4=1 -32) 423 DL ON BOTTOM CHORD = 10.0 PSF ( -910) 223 9- 6=(-502) 1699 8- 5=(.823) 405 OVERHANGS: ig,Q+ 0 0. 5- 6=(-1948) 573 5- 9=( -74) 456 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BRG AREA Connector plate prefix- designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) G,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -153/ 899V 8 ( 625) OH 5.50°-76/ .14 KDDF M,M2OHS,M18HS,M16 = MiTek MT series 17'- 0.0° COND. 2: Desirn checked for85/ 713V Q ANDTBOTTOMOM RCHORDD CLIVEFLLOADSPACTLNON-CONCURRENTLY. ( 625) net -5 rsf u.lift at 24 'oc sracint. BOTVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013° 8 -1'- 6.0° Allowed = 0.150' MAX TL CREEP DEFL = -0.014' 8 -1'- 6.0° Allowed = 0.200' 6-06 MAX LL DEFL = -0.050° @ 14'- 3,8° .Allowed = 0.804' 8-06 MAX TL CREEP DEFL = -0.096° @ 8'- 6.0° Allowed = 1.072° -r 2-09 5-09 r 5-09 2.09 MAX HORIZ. TL DEFL = 0.067' @ 16'- 6.5' 12 6.00 IIM-4x4 12 6.00 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting • 4.0" system and components and cladding criteria. • 4 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, 1• . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 • M-3x4 0 . o • M-3x4 ,�, � � (- -� M 3x4 oJ� -� 7 M 5X6 a s� o M-3x8 M-5X641 •a• *xg o 0 2.75 $ 2X WEDGE 12 W/(2) M-3X4 TYP. 2.75 2 12 2-05-08 5-10-12 6-02-04 2-05-08 1-06 2-05-08 y y 12-01 2-05-08 1-06 17-00 y JOB NAME: 2610-B NH POLYGON - A3 ,� Ep PROFsrr�, WARNINGS; Scale: 0.3242 \CJ ! /7 ^ V� Truss: A3 1.Builder and erection contractorshoukl be advised of all General Notes 1.ThGENEis design Is based only upon the parameters shown and Is for an IndividualAL NOTES,unless otherwise noted: V C`/JP'p Ov • and Wamings before construction commences, p 92 P E ,-pr 2.2x4 compression web bracing must be installed where shown+. Incorporation ot component Islthe responsibility of the building mdesigner, / DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/' DATE: 9/9/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure Is the responsibility of the building designer. continuous sheathing or such lateral bacingoequiedhin � - S EQ : 6054136 4.No load should be applied to any component until after all bracing and 4.1 st llationboftr ss s thebracing ons bit responsibility of the rasp give contractor.ll(BC), f,�, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, • TRANS ID' 407736 design loads be applied to any component. �� i7.OREGON ((� ' 5.CompuTrus hes no control over and assumes no responsibility for the and ore for"dry condition"of use. .,,/ 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary, �� '9}' ,)4 1 rZ= �1. IIII IIID IIID mit IIIII 1111111 III IIII IIII 6.This design is furnished subject to the limitations set forth by 7.DesignPlates shall be assumes adequate one drainage is truss,isa b T I TPIPNTCA In SCSI,copies of which will be furnished upon request. 8. ns coincide with located intt center lines9. faces of and placed so their center � i 7 R I L\"' MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basicits onneccate ctor plate dte esin gn values see ESR-1311,ESR-1988(MiTek) - EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TO: 2x4 KDDF N1&BTfl 10-00-00 GIRDER SUPPORTING 17-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2513) 511 1-5=(-481) 2160 5-2=) -278) 1514 4-7=(-1751) 377 WEBS: 2x4 KDDF STAND; 2-3=( -716) 174 5-6=(-472) 2107 2-6=(-1769) 416 2x4 DF STAND A LOADING 3-4=( -589) 173 6-7=( -60) 107 6-3=( -43) 263 TC UNIF LL( 50.0)+DL(L 14.0)= 64.0 Ground PLF Snow (Pg)' 0.0° TO 10'- 0.0° V TC LATERAL SUPPORT <= 12'0G. UON. 6-4=( -372) 1773 BC LATERAL SUPPORT <= 12'0C. UON, BC UNIF LL( 187.5)+DL( 147.5)= 335.0 PLF 0'- 0.0" TO 10'- 0.0' V BEARING MAX VERT MAX HORZ BIG REQUIRED BRE AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24°OC UON. FOR REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 10'- 0.0" --427 2057V411/ 1933V 60/ 15OH 55.50' 3.29 KDDF 625 .50' 3.09 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L(160 Hangers et1.5° m x. the bottom chord MAX LL DEFL = -0.036" @ 4'- 7.0' Allowed = 0.454" will have 1.5° max, nail penetration. MAX TL CREEP DEFL = -0.074" 8 4'- 7.0' Allowed = 0.606' Connector plate prefix designators: MAX HORIZ, LL DEFL = 0.008° 8 9'- 10,3° C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ. TL DEFL = 0.008° 8 9'- 10.3" Com M,M20HS,MIBHS,M16 = MiTek MT series 1. 8-10-03 �1-01-13� NOTE:Design assumes moisture content does 4-08-12 not exceed 19% at time of manufacture. 4-01 07 1-01-13 Design conforms to main windfgrce-resisting 12 system and components and cladding criteria. • 6.00 M-4x6 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,, M-7x8 (All Heights), Enclosed, Cat.2, Exp..B, MWFRS(Dir), 4 load duration factor=1.6, 101 , inTruss the plane deod fthe truss or wind oonly. 12.06 a M-3x8 co cp 10 to 1111111„10 M-5x10 M �� m nm o4. 0 1 r<� 5 III 6 ►17 -! M-3x8 M-8x10 M-1.5x3 y 3, y y . 3- 4-07 3-10-04 1-06-12 10-00 WEDGE REQUIRED AT HEEL(S). y JOB NAME : 2610-B NH POLYGON - B1 ��,0 PRage• Scale: 0.3877 �CjhY I� p_ sjO WARNINGS: GENERAL NOTES,unless otherwise noted: �.-' "!q 7 r 1 .Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ��]] Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper =9 G PE >' 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. DES. BY LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: Is the responsibility of the erector.Additional permanent bracing of 2'o•o.and at 10'o.c.respectively unless braced throughout their length;y �/ 9/9/2014 the overall structure is the responsibility of the building designer. 3.continuous sheathing such as requiredplywoodwhere sheathing(TC)and/or drywail(BC, f SEQ. : 6054137 4.No load should be applied to any component until after all bracing and 4.In InstImallation nact boftrrussis the responsibilityr lateral f the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, OREGON /�� / TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. �Q �'✓' ' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge H ./ -91, 1 4° 23 Jr fabrication,handling,shipment and installation of components. necessary. 'qv/,c �h Ili 11111 II VIII I III III VIII ill IIII 6.This design is furnished subject to the limitations set forth by7.PlatesPshall be assumes adequon ate one both th drainage iso provided., R R I TPINJiCA in SCSI,copies of which will be furnished upon request. 8. es coincide with Dint cental finess of truss,and placed so their center MiTek USA,inc./CompuTrus Software 7.6.6 1 L-E 9.Digits Indicate size of plate in Inches, ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111 ' This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TO: 2x4 KDDF 111&BTR 26-00-00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 BC: 2x6 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR/EDF/Cq=1,00 WEBS: 2x4 KDDF STAND 1- 2=( 0) 76 2-10=( -604) 3814 10- 3=( 0) 158 TO LATERAL SUPPORT <= 12"OC, UON, 2- TC UNIFLOADING 3- 3=(•4396) 780 10-11=( -606) 3814 3-ii=( -234) 196 BC LATERAL SUPPORT <= 12°OC. UON. LL = 25 PSF Ground Snow (Pg) 4- 4=(-4158) 812 12.12=( -826) 4698 11- 4=( -272) 1532 LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0' V BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0,0" TO 18'- 0,0" V 6- 5=(-3658) 748 12.13=(-1212) 6378 11- 5=(-1748) 436 , 26 - 0,0" V 7- 8=(-7346) 1478 12- 7=(-1000) 242 5- 6=(-5470) 1172 13- 8=(_1218) 6412 5-12=( -312) 1326 NOTE: 2x4 BRACING AT 24'OC UON, FOR 6- 7=(-6150) 1278 6 12- ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC CONC LL+DL= 960.0 LBS @ 16'- 0.0" ( -262) 1488 BC UNIF LL( 100,0)+DL( 88.0)= 188.0 PLF 18'- 00° TO ' 8- 9=( 0) 76 ADDL: BC GONG LL+DL= 1898.0 LBS @ 17'• 0,0' 7-13=( -188) 1076 OVERHANGS: 18.0' 18.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS MAX HORZ 83G REQUIRED BRG AREA Connector plate prefix designators: 0,0° -472/ 10R ACTIONS SIZE° 3.94N KD(SPDF (CIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0,0° 893( 4263V 106H M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0/ OH 5.50' 6.82 KDDF ( 625) **HANGER BY OTHERS TO APPLY _,- ( 2 ) complete trusses required. COND 2: Desi.n c ec ed for net -5 sf urlift at 24 'oc sracinr. CONC. LOAD(S) EQUALLY TO ALL MEMBERS. Join together 2 ply with 3°x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 nails staggered at: MAX LL DEFL = 0.003' @ -1'- 6.0' Allowed = 0.150" ) / 9° oc in 1 row(s) throughout 2x4 top chords, (X��( 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.003' @ -1'- 06.0".0' Allowed = 0.200' 9' oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.074' @ 16'- 0,0° Allowed = 1.254° MAX TL CREEP DEFL = -0.231° @ 16'- 0.0". Allowed =__1,672° • MAX LL DEFL = 0,003° @ 27'- 6.0" Allowed = 0,150° MAX TL CREEP DEFL = -0.003" @ 27'- 6.0' Allowed. . 0.200" MAX HORIZ. LL DEFL = -0.021° @ 25'- 6.5° 9-11-11 MAX HORIZ. TL DEFL = 0.051° @ 25'- 6,5" 9-11-11 6-00-10 5-03-08 4-O8-03 3-00-05 3-00-05 4-08-03 NOTE:Design assumes moisture content does 12 5-03-08 not exceed 19% at time of manufactgre. 6.00[7 960# M 4X6 12 Design conforms to main windforce-resisting M-3x4 M-5x6 system and components and cladding criteria. 5 Q 6.00 �o �� Wind: 140 mph, h=21.7ft, T1OL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp , MWFRS(Dir), load duration factor=1.6, • M-3X4 Truss designed for wind loads g in the plane of the truss only. M-3x4 y Co O O 1 BM� ® -A111111111111111111 o o M-3x5 10 17 12 talo M-1.5x3 M-3x8 M-5x6(S) M-6x8 1s M-1.5x3 M-3x8 +\ o 1898# 5-01-12 4-05 6-10-06 4-05 5-01-12 • 12-00 14-00 1-06 26-00 1-06 JOB NAME : 2610-B NH POLYGON - C1 `' r WARNINGS: Scale: 0.2543 `�<c �N/{t,F�6'S Truss: C 1 1.Builder and erection contractor should be advised of all General Notes GENERAL This Ades design is ba ed only upo,unless n he parameters shown and is for an individual �� V /0' 'E and Warnings before construction commences. building component.Applicability of design parameters and proper (] C' ?7 2.2x4 compression web bracing must be installed where shown+. Incorporation of component In the responsibility of the building designer. ,e�,, E DES. BY: LJ 3.Addlional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 9/9/2014 is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by / the overall structure Is the responsibility of the building designer. continuousxImsheathing such as plywoodrequired 40 SEQ. : 6054138 4.No load should be applied to any component until after all bracingand 4.2x Impact bridging or lateral bracing required wre howno++ ali(BC), f,la 0� fasteners are complete and at no time should any loads greater than 5.Design assuon m s trussses eare to be responsibility ssed to a non-corrosive environment, • TRANS ID: 407736 design loads be applied to any component �G' A_OREGON 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. .7" 6.Design assumes full bearing at all supports shown,Shim or wedge If "� 0'�� fabrication,handling,shipment and Installation of components. necessary, /O 7 4, _' P� IIIIII EMI IIII MEM ' I II 6.This design Is furnished subject to the limitations set forth by 7.Design shall be assumes adequateatedoboth drainageack provided. /� O, TPUWICA In SCSI,copies of which will be furnished upon request. 8 Platesnes coincide with joinptt center lines.of trims,and placed so their center �`R R�,.-� v MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basicits ate sizeroplate delate sign values see ESR-1311,ESR-1988(MRek) EXPIRES:12/31/2015 111II1111111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2X4 KDDF #1&BTR TRUSS SPAN 26'- 0.0' BC: 214 KDDF Nt&BTR LOAD DURATION INCREASE = 1.152- 9e IBC 2012 MAX MEMBERFORCES 4Wfl/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0° O.C. 1- 2=( 0) 76 2- 9=(-340) 1571 9- 3=( 0) 255 2- 3=(-1860) 459 9-10=(-342) 1568 3-10=(-482) 181 TC LATERAL SUPPORT <= 12°OC. UON. LOADING 3- 4=(-1365) 434 10-11=(-202) 1141 10- 4=( -81) 324 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1143) 451 11-12=(-360) 1568 10- 5=( -70) 73 DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1372) 435 12- 7=(-358) 1571 5.11=( -49) 324 TOTAL LOAD = 42.0 PSF 6- 7=(-1860) 459 11- 6=(-478) 180 NOTE: 2x4 BRACING AT 24°OC UON. FOR 7- 8=( 0) 76 6-12=( 0) 254 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX REACTIONSHORZ SIZEBRG REQUIRED SPE AREA OVERHANGS: 18.0' 18.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS -195/ 1263V SQ.IN. (SBRGPECIES) 0'- 0.0" 1263V -126/ 126H 5.50' 2.02 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'• O.D" 195/ 1263V 0/ OH 5.50• 2.02 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2oHS,M18HS,M16 = MiTek MT series 'GOND. 2: Design checked for nett-5 Daft uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013° @ -1'- 6.0• Allowed = 0.150° MAX TL CREEP DEFL = -0.014" @ -1'- 6.0' Allowed ? 0.200" • MCREEP DEFL = -0.125" @ 14 '-7 .0'Allowed =• 1.672'1 MAX TL MAX TLMCREEP DEFL = -0.014° @ 27'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.029" @ 25'- 6.5°.. 11-11-11 MAX HORIZ. TL DEFL = 0.048" @ 25'-""6.5"` " 1. 11-11-11 2-00-10 6-03-04 5-08-07 T 2-00-10 5-OB-07 '( NOTE:Design assumes moisture content does 12 6-03-04 not exceed iso at time of.manufacture.. 6.00 p M-4X6 M-6x6 12 Design conforms to main windforce-resisting system and components and cladding criteria. 1 Q 6.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.D, ASCE 7-1D; 1414, (All Heights), Enclosed, Cat.2, Exp.B,, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads • in the plane of the truss only. M-3x4 M-3x4 •M 0 •4r M-3x4 M-195x3 100.25' 11 t2 o M-3x4 M-1.5x3 •• M-5x8(S) M-3x4 0 y 1, y y y y y 6-01-08 5-05-04 3-00 04 y 5-03 08 y 1, 1-06 • • 26-00 6-01-08 1-06 JOB NAME: 2610-B NH POLYGON - C2 <c.RVp PRQ1 • Scale: 0.2553 (1O WARNINGS: ?�Gj la�jl� VSA- 1.Builder and erection contractor should be advised of all General Notes 1.This desigGENERAL NOTES, is based only upon he parameters shown and Is for an Individual 4 V`G/]/ r. _!� Truss: Ci 2 and Warnings before construction commences, proper92 P E e noted: -yt' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component nein�s�itheorfesponsisignbility of the buildiarameters and g designer. • DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 9/9/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'sheathing respectively unless braced throughout their length by / the overall structure is the responsibility of the building designer. continuousxIpa ngor such as plywoodreq sheathing(TC)where shown drywall@C), e_. S EQ. 6054139 4.No load should be applied to any component until after all bracing and 4.In tallation of truss s the responsilateral bility of the espective cont actor. f fasteners are complete end al no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, • e TRANS I D• 407736 design loads be applied to any component. and are for"dry condition"of use, yG A.OREGON 4,/ 5.CompuTas has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if '7 s4 fabrication,handling,shipment and installation of components. necessary. ,® 9}' 1 4, 2-- i;.7-, �i s II I I 11111111--VIII II III I " 6.This design is furnished subject to the limitations sat forth by7.Passumes adequate on both facesace is f truss, a c n em ITPi/WPCA In BCSl,copies of which will be furnished upon 8•Plates shall be located on both of and placed so their center C R'>v�,. v`` p request. lines coincide with Joint center lines. ' M Tek USA,Inc./CompuTrus Software 7.6.6 1 L-E a.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TRUSS SPAN 26'- 0.0" TC:. 2x4 KDDF #1&BTR BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- B=(-249) 1528 3- 8=(-383)IBC 2012 MAX MEMBER FORCES 4Wfl/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0° O.C. 260 2- 3=(-1813) 391 8- 9=(-124) TC LATERAL SUPPORT 12°OC. UON. LOADING 3- 4=(-1590) 392 9- B=( 124) 1001 8- 4=(-130) 635 BC LATERAL SUPPORT <= 12'OC. UON, LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1590) 392 6=(-294) 1528 4- 9=(-129) 635 DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1813) 390 9- 5=(-383) 260 OVERHANGS: 18,0' 18,0" TOTAL LOAD = 42.0 PSF 6- 7=( 0) 76 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,CI8,0N16 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HOAZ M,M20HS.,MIBHS,(or = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS BAG REQUIRED BAG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -199/ 1263V -139/ 139H 5.50" 2.02S SIZE N KDDFP(C625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 26'- 0,0° 1991 1263V 0/ OH 5.50° 2,02 KDDF ( 625) 'COND. 2: Design checked for net1-5 OW uplift at 24 floc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014° @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127' @ 17'- 1.8° Allowed = 1.672" MAX LL DEFL = 0.013' @ 27'- 6.0" Alloyed.... 0,150° MAX TL CREEP DEFL = -0.014' @ 27'- 6.0° Allowed = 0.200° 13 00 13-00 T MAX HORIZ. LL DEFL = 0.026' @ 25 6.5" 6-09-04 6-02-12 MAX HORIZ. TL DEFL = 0,043° @ 25'- 6.5" • T 12 T f 6-02-12 fi 6-09-04 not exceed assumes moisture content does ( not exceed 19% at time of manufacture. 6.00(7 M-4x6 12 Design conforms to main windforce-resisting 4 4.0" X16.00 system and components and cladding criteria. 7c Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.O, ASCE 7-ID, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 \ • • 0, O ca 9 ;w M O M-3x4 M-3x4 4. o M-3x4 M-3x4 0 • y M-3x5(S) J. J., 8-10-03 8-03-11 y 8-10-03 y • 16-00 y y • J. y 10-00 1-06 26-00 y ) 1-06 JOB NAME: 2610-B NH POLYGON - C3 ��,tiD pRpFtSn WARNINGS: Scale: 0.2178 �\CJ !`%��^ {�� C3 • 1.Sunder and erection contractor should be advised of all General Notes G1.This design iENERAL s based only upo,unless n the parameters shown and is for an Individualise noted: V`z/j Q7{A, Q� Truss: and Warnings oconstruction commences, rp Q 9 2.2x4 compression web bracing must be installed where shown+, incorpoati incorporation componentlIs theeresf poinslblltitparameters of thee buildingodesigner, •ysPE DES. BY; LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 9/9/2014 Is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'o.c.respectively unless braced throughout their length by co!� the overall structure is the responsibility of the building designer. 2x Impact sheathing such as acing eq fired where sawn+ _ ��_ S EQ. : 6054140 4.No load should be applied to any component until after all bracingand 3.In tmpto bodging Is the responsibilityl bracing required the the co+rytorll(BC). fasteners are complete and at no time should any loads greater than 5.Design Installation trusses ae to be eInla non-corrosive osive contractor. S TRANS' I D: 407736 design loads be applied to any componentor �G ,�OREGON (� 5.CompuTrus has no control over and assumes no responsibility for the and are assumes fullcobearing f at all supports shown.shim or wedge If fabrication,handling,shipment and Installation of components, 76.necessary.Designgpp �O 9 y 74 20� �� necessary. 9 VIII IIID VIII II(IIID VIII VIII I'll IIII e.This design is furnished subject to the limitations set forth by n.Designlaesassumes adequate one both facesace is of ass,a. F f� TPIANTCA In BCSt,copies of which wnl be furnished upon request. 8.linesecoincide with joint cnenter lof truss,and placed so their center `R A{k.-\'' v MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate In Inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 ►as►i►i►►►i11► This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTO: TRUSS SPAN 26'• 0,0" ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "cc spacing. BC.::' 2x1 x4 LOAD DURATION INCREASE = 1.15 SPACED 24.0° O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. IC LATERAL SUPPORT <= 12°OC, UON. BC LATERAL SUPPORT <= 12"OC. ION. LOADING LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF Design conforms to main d cladree-resisting C,CN,C18,CNI8 (or no prefix) = CompuTrus, Incsystem and components and cladding criteria. ConnectorS,M18HS,M16 = MiTek MT series TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) Wind: 140 mph, h=22.4ft,Enclosed, .2,820E=6,0, ASCE 7-10, (All Heights), Eosed, Cat.2, Exp.B, MWFRS(Dir), Trind LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL load duration factor=1.6, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. inuthess dplaneesied offor thewtrussoonly. BAND OTTOM CHORD CHECKED FOR I0PSFDS ACTLIVE CONCURRENTLY.NONGable end truss on continuous bearing wall UON, LOAD. TOP M-1x2 or equal typical at stud verticals, Refer to CompuTrus gable end detail for complete specifications. 13-00 13-00 12 T 6.00 2 IIM-4x4 12 7. 3 6,00 m •o O • II M-3x4 M-3x5(S) o M-3x4 . J• ,1 ,i' 16-00 y 1-06 10-00 26-00 } y 1-06 JOB NAME : 2610-B NH POLYGON - C4 �� ca PRoxFss Scale: 0.3053 ryypp 4O WARNINGS- GENERAL NOTES,unless otherwise noted: �\� � 2 /17 Truss C4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is furan Individual �' vy and Warnings before construction commences. pe 921 P E r 2.2x4 compression web bracing must be installed where shown+, incorporation nco pog component.nof component istherespoof rnnsibility of thbuldiproper codesigner. I- DES. BY: LJtemporarybracingincur 3.Additional tem ora to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced t _ DATE: is the responsibility of the erector.Additional permanent bracing of 2'o.o.and at 10'o.c.respectively unless braced throughout their length by 9/9/2014 the overall structure is the responsibility of the building designer. continuous2xIm sheathinggr such lateralas bracing cing required sown d ywa0(BC), `.�. �� SEQ. : 6054141 4.No load should be applied to any component until after all bracing and 4.Installation onact boftrussis thresponsiility of the respective contractor -116 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. �G /�DRECi�N�D �� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. �(� 9 Y ')4 2� -� "III►►►III,IIII I III I Ell II IIII 6.This design is furnished subject to the limitations set forth by T.Designlatesassumes located one both drainage is truss,an M�b >- g� TPI/WTCA In SCSI,copies of which will be furnished upon request. B.Plates coincide w th joint center liness of truss,and placed so their center ,l R Ll,• MiTek USA,Ina/CompuTrus Software 7.6.6 1 L-E 9,Digits indicate size of plate in inches. ( ) lo.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) UPI RES;12/31/2015 111111111111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC IC: 2x4 KDDF #1&BTR TRUSS SPAN 22'- 0,0° BC: 2x4 KDDF ATBTR LOAD DURATION INCREASE = 1.15 COND. 2: Desiin checked for net -5 sf urlift at 24 'or. s°acini. SPACED 24.0' 0.0. TO LATERAL SUPPORT <= 12'OC. UON. NOTE:Design assumes moisture content does BC LATERAL SUPPORT <= 12°OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOADING not exceed 19% at time of manufacture. Connector plate prefix designators: TOTAL LOAD =DL ON BOTTOM CHORD = 10.0 PSF Design conforms to main wintlforce•resisting C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc system and components and cladding criteria. M,M2OHS,M18HS,M16tor = MiTek MT series 42.0 PSF • LL = 25 PSF Ground Snow (Pg) Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6,O,.ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only, load duration factor=l.6, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss designed for wind loads • BOT OM AND BOTTOM CHORD CHECKED FOR BOTTOMCHORDLIVEL10PSF LIVE LOADS Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. 11-00 Refer to CompuTrus gable end detail for 12 11-00 complete specifications, 6.00 2 HM-4X412 3 ,- Q 6.00 O iiiiii,iiiiiiiiiiiiiiuiiiiu _....411144044040 iiiiiiiiliiiiiii/iiiiiiiiiiiiii/ilii//iiiiiiiiiiiiiiiiiiiiiiii i i/iiiiiiiiiiiiiiiiiiiii,iiiiiiiisiiitiiiiiiiiiii„iiiiiiiiiiii/;//inti,,/,/, 4 0 0 . J}_ 0 IS• M-3x4 M-3x5(S) M 10404044 o M-3x4 y • 1 1, ..1. 12 00 y y 1-06 10-00 22-00 y y 1-06 JOB NAME: 2610-B NH POLYGON - D1 L n WARNINGS: Scale: 0,3636 \GJ��,`7\yG rryN-�FC�ni Truss: D 1 1.Builder and erection contractor should be advised of all General Notes GENERAL NOTES,unless otherwise noted: �? 7/ry QCT V.�2 and Warnings before construction commences. 1.This design is based only upon the parameters shown and Is for an Individual / (((I�// 2.2x4 compression web bracing must be installed where shown+. Ibncorporation comt.ponent taslthe responsibility of I of the building designer. • �,,r 9� DES: BY; ,LrJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DATE: 9/9/2014 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` / S /� the overall structure is the responsibility of the building designer. 2x Impact sheathinggsuch as plywood sheathing(TC)redhin / �� EQ• : 6054142 4.No load should be applied to any component until after all bracing and 3. Impact bridging orin the lateral bracing required of the where sh conte ctor,BC). fasteners are complete and at no time should any loads greater than 5.Design assumes ton of russes are responsibility be usedolo a non corrosive environment, • TRANS ID: 407736 design loads be applied to any component. or �� , OREGON !V ° 5.CompuTrus has no control over and assumes no responsibility for thenecessary. ss"dry condition”of use, g a.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components, ry ,d 1 ' y 4 _el- �� II I VIII II II II III 1111111 NIB 6.This design is furnished subject to the limitations set forth byT.Designlaesassumes adequate o ne dth face Is provided. a c f1 TPVWrCA In BCSI,copies of which will be furnished upon e•Plates shall be located on both faces of fuss,end placed so their center RIO- v request. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L)E lines coincide with joint center lines. 8.Digits Indicate size of plate in Inches. ( )• 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 uii►►►►►►►u► This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF titBTA TRUSS SPAN 22'- 0.0" BC: 2X4 KDDF H1&BTfl LOAD DURATION INCREASE = 1.153- 8=1 IBC 2012 MAX MEMBER FORCES 4Wfl/ =1;00 WEBS: 2x4 KDDF STAND SPACED 24.0' 0.C. 1- 2=( 0) 76 2- 8=(-203) 1261 3- 8=(-911) 222 2- 3=(-1504) 329 8- 9=(-103) 834 8- 4=(-113) 492 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-1318) 332 9- 6=(-248) 1261 4. 9=(-113) 492 5=( BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.(-1318) 332 9- 5=(-311) 222 DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1504) 329 OVERHANGS: 18.0" 10,0" • TOTAL LOAD = 42.0 PSF 6- 7=( 0) 76 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,CI8,CN18 (or no prefix) = ors: rus,.Inc M,M20HS,,CN1S,(orM16 = Mprek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) REQUIREMENTS OF IBC 2D12 AND IRC 2012 NOT BEING NET. 0'- 0.0" -136/ 1095V -114/ 114H 5.50° 1.75 KDDF ( 625) 22'- 0.0° -136/ 1095V 0/ OH 5.50° 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NDN-CONCURRENTLY, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0° Allowed = 0.150° MAX TL CREEP DEFL = -0.014° @ -1'- 6.0' Allowed = 0.200° MAX LL DEFL = -0.043° @ 14'- 5.8' Allowed = 1.054" MAX TL CREEP DEFL = -0.088° @ 14'- 5.8' Allowed = 1.406° MAX LL DEFL = 0.013' @ 23'- 6.0° Allowed = 0.150' MAX TL CREEP DEFL = -0.014° @ 23'- 6.0" Allowed = 0.200" 11-00 MAX HORIZ. LL DEFL = 0.018" @ 21''- 6.5° 11-00 MAX HORIZ, TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5-02-12 f T 5-02-12 5-09-04 not esign assumes moisture content does 12 T ( not exceed 19% at time of manufacture. 6.001 M-4x6 12 Design conforms to main windforce-resisting 4.0" Q 6.00 system and components and cladding criteria: 4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Ju load durAll ation factor=1., Cat.2,. Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. M-1.5x3 • M-1.5x3 •M O 4 M a -Irl o 9 4 • M-3x4 B M-3x4 M-3x5(5) M-3x4 M-3x4 0 1, y 7-06-03 6-11-11 y 1,7-06-03 y y y y 12-00 10-00 y 1-06 22-00 ; y 1-06 JOB NAME : 2610-B NH POLYGON - D2 �� o PRO. Scale: 0.2513 42? /7 cS‹O. • WARNINGS: GENERAL NOTES,unless otherwise noted: `741 ‹ ' Truss: D2 1.guilder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual �� and Warnings before construction commences. . building component.Applicability of design parameters and proper 2 P E "9f 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et �/. DATE: 9/9/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c•respectively unless braced throughout their length by i/ the overall structure is the responsibility of the building designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). ` t<_` SEQ. : 6054143 4.No load should be applied to any component until after all bracing and 4.Installation nact bottuss is thor e responsibilityral f the where respective contractor, f fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon-corrosive environment, '9y �,OREGON to TRANS I D° 407736 design loads be applied to any component. and are for"dry condition"of use, y 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �O ;✓ 1 4 20 ..Iii: RIO- fabrication,handling,shipment and Installation of components. necessary. - `__ III VIII II I I III VIII III I VIII 1111111 6.This design Is furnished subject to the limitations set forth byT.Designlatesassumes adequateatedon both face istruss,provided. c TPIPATCA In BCSI,copies of which will be furnished upon request 8.Plates shall be withJoitl faces of truss,and pieced so their center R I�`. Dlines coincide joint center lines. MiTek USA,Inc/CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(Mi rek) EXPIRES:12/31/2015 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 2x4 KDDF N1&BTR TRUSS SPAN 5'- 3.5' BC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 COND, 2: Design checked for net -5 rsf u.lmo at 24 'oc s acini. TC LATERAL SUPPORT <= 12°OC. UON. SPACED 24.0' O.C. NOTE:Design assumes moisture content does BC LATERAL SUPPORT <=12"OC. UON. LOADING not exceed at time of manufacture. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d Cladree-r¢riteriaqg. , Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF C Connector 8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF system and components and cladding criteria. M,M20HS,M18HS,M16 = MiTek MT series (All Height LL = 25 PSF Ground Snow (Pg) Wind: 140 mph, is),'onf, TCDL=4.2,BCDL=6.0, ASCE,7-10, Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL load duration actor=l.6, 6.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss designed for wind loads in the plane of the truss only. ANDBOTTOMRCHORDCLIVEFLLOADSPACTSF LNON-CONCURRENTLY.IVE LOAD. TOP Gable end truss on continuous bearing wall UON. BOTTOM • _' M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. ' CV 0) OA- 41111111 Lr) O .�O� 1 M-3x4 4 • 1-06 5-03-0B JOB NAME : 2610-B NH POLYGON - El ��0 PROFFS WARNINGS; Scale: 0.7460 S�' Truss: E 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upoGENERAL NOTES,unless n the parameters shown and is for an Individual �� /� O� and Warnings before construction commences. buckling component.Applicability of design parameters end properise noted: h C 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �/„r L DES. BY: I.J 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 9/9/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / / the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) S EQ 6054144 4.No load should be applied to any component until after all bracingand 4.in tmpact bridging or the rel bracing required the wre ve contractor. o+drywrll(BC). //',_, EG ON 1.. fasteners are complete and at no time should any toads greater than 5.Design assumes n of trsulsses are to be usted In non-corrosive environment, `� TRANS ID: 407736 design loads be applied to any component. �� y_OREG OREGON 5.CompuTrus has no control over and assumes no responsibility for the and aren for rumery cfuldbearin of all supports shown.Shim or wedge if "V! 's fabrication,handling,shipment and installation of components. 5•Design g pp ,�� `V necessary, g //\ 9)+ 141 2� P+ II t�IIII II III III II' I�II IIII(��I • e.This design Is furnished subject to the limitatwns set forth by 7.Designiasassumes adequate both drainagecIs truss,a V n e'�, TPI/WfCA in BC5I,copies of which will be furnished upon request. a'Plates shag be located on faces of truss,and placed so their center 44i R R I L� V MiTek USA,Inc./CompuTrus Software 7.6.6 1 LP E 9.lines coincide with joe size int center nter lines. ( ) 0.For basic ccoonnector plate de eign values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 !1111111111111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TC: 254 KDDF BTR TRUSS SPAN 5'- 3,5" BC: 2X4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES .43.5=(-/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 1-2=( 0) 76 2-5=(-51) 56 3.5=(-162) 161 TC LATERAL SUPPORT <= 12'0C, UON. 2-3=(-115) 79 LOADING 3-4=( -10) 5 BC LATERAL SUPPORT <= 12.00. UON, LL( 25,0)+OL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0' 0,0" BEAflING MAX VERT MAX HORZ 8flG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'• 0,0" -85/ 447V -36/ 98H 5.50" 0.72 KDDF( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 3.5" -25/ 214V 0/ OH 5.50' 0.34 KDDF ( 625) Connector plate prefix designators: M,M2DHS;MIBHS,M16or = Mprek MT series 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(-5 psi) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013' @ -1'. 6,0' Allowed = 0.150" 4-11-12 MAX TL CREEP DEFL = -0.014' @ -1'- 6.0' Allowed = 0.200" ¢ 12 0-03-12 MAX TC PANEL LL DEFL = 0.053' @ 2'- 10.2' Allowed = 0.320' MAX TC PANEL TL DEFL = -0.050' @ 2'- 8.3" Allowed = 0.479' 6.00 MAX HORIZ. LL DEFL = 0.000° @ 4'- 11.8° M 1.5x3 • MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. t Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), r load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Cd W • O„,_ 4 . O� • O _+ II,....11 M-3x4 M-1.5x3 y y y y 4-11-12 0-03-12 y 1-06 5-03-08 y JOB NAME: 2610-B NH POLYGON - E2 ��• �p PROFFs. Scale: 0.5786 r \7`y (ry cs/p, WARNINGS: GENERAL NOTES,unless otherwise noted: C.Q. 7/7 ,. /� Truss: E L 1•Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual pI and Warnings before construction commences. building component.Applicability of design parameters and proper 92 f"L -57. WARNINGS: 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE 9/9/2014 U is the responsibility of the erector.Additional permanent bracing of 2'o.o.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the building designer, continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(13C). �� SEQ. : 6054145 4.No load should be applied to any component until atter an bracing and 4.Inst.2x allation aact t truss Is the responsor lateral ibility f the where shown++ respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,�OREGON TRANS I D: 407736 design loads be applied to any component, and are for"dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim orwedge if fabrication,handling,shipment and Installation of components. necessary. <0`. )' /4 2�� 4 VIII' II II II III 111 I III II III 6 This design is furnished subject to the limitations set forth T.DesignPlatesassumes adequate one both face Is truss,a I TPI/WFCA in SCSI,copies of which will be furnished upon request. B. coinclilde with joint centetr lines,of truss,and placed so their center { R'�y MTek USA,Inc./ContpuTfus Software 7.6.6 1 L-E 9.Digits indicate size of plate in Inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) • EXPIRES:12/31/2015 • Iliiiii11111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TO: 2x4 KDDF N1&BTR TRUSS SPAN 5'- 2.0° BC: 2x4 KDDF MAIMLOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DOF ) 1 00 WEBS: 2x4 KDDF STAND SPACED 24.0' D.C. 1-2=(-112) 82 1-4=(-51) 55 2-4=(•161161) 159 IC LATERAL SUPPORT <= 12'OC. UON. LOADING 2-3=( -10) 5 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REDUIRED BRG AREA C,CN,C18,CN18 (or no prefix) TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MTek MseriesuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0° -26/ 222V -37/ 94H 5.50' 0.36 KDDF ( 625) 5'- 2,0° -33/ 2124 0/ OH 5,50° 0,34 KDDF ( 625) COND, 2: Desirn checked for net -5 °s1' urlift at 24 `oc s"acinr. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VEBOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TO PANELTLLAL DEFLF= 00I0051° @@ITS2 -L=9.4° Allowed8= 0.319" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.048° @ 2'- 7,5" Allowed = 0.479" 4-10-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" A 4'- 10.3" 12 MAX HORIZ. TL DEFL = 0.000' A 4'- 10.3° 6.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting M-1.5x3 3 y tem and components and cladding criteria. Wind: 140 mph, h=20.sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), MI load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. • • N Lo O M 3x4 • ECE44 M-1.5x3 • 4-10-04 0-03-12 5-02 JOB NAME: 2610-B NH POLYGON - E3 .(f'Q,0 P R OA-6- WARNINGS: Scale: 0,5359 `` //yC,/� t� r. Truss: E3 ise noted: 1.8ulider and erection contractor should be advised of all General Notes GENERAL de design is based only upontthe parameters shown and In for an individual � /7' ' V O and Warnings before construction commences. building component.Applicability of design parameters and proper �� 2,2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. •9�/'i r DES. BY; L� 3,Additional temporary bracing to Insure stability during constructionDesign assumes the top and bottom chords to be laterally braced at A is the responsibility of the erector.Additional permanent bracing of 2. /` DATE: 9/9/2014 2'o.c and at 10' in respectively unless braced throughout their length by !1 the overall structure is the responsibility of the building designer, continuous sheathing such las b acing required where / 4f SEQ• . 6054146 4.No load should be applied to any component until after all bracingand 4_ Impact bridging or lateral bracing required sheathing(TC) con ntractor. `,�� I fasteners are complete and at no time should any loads greater than 5.Denlgio assumes trion of trussusses ares the to be usedrof iota non-corrosive environment, TRANS ID: 407736 design loads be applied to any component. �G t.OREGON 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition'of use. .�/ ((/ • - 6,Design assumes full bearing at all supports shown,Shim or wedge if fabrication,handling,shipment and installation of components. necessary. �O '9 y 7 4 _\ .1y�� I III 1II II IIII VIII VIII IIII VIII III)IIII 6.This design is furnished subject to the limitations set forth by 7.a.Plates assumes ca ed on oth face is provis,a M i TPIM?CA in BCSI,copies of which will be furnished upon request, 8,linets coincide with Joint cent tr liner9. s of W ss,and placed so their center _FR L� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic its iconnecter plsize of ate dese in ign values see SSR-131 1,ESR-1988(MiTek) 1 2 EXPIRES:12/31/2015 101111111 RE This design prepared from computer input by PACIFIC LUMBER-BC - LUMBER SPECIFICATIONS TC: 204 KDDF CATION TRUSS SPAN 7'- 2.0" BC: 2X4 KDDF N1$BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 42-4=(-/Cq=1.00 WEBS: 2X4.KDDF STAND SPACED 24,0° 0.0. 1-20(-151) 129 1-4=(-70) 92 2-4=(-225) 204 2-3=( -10) 5 TO LATERAL SUPPORT <= 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12'OC, UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) plate designators: TOTAL LOAD = 42.0 PSF 0'- 0,0" -36/ 307V -52/ 132H 5.50" 0.49 KDDF ( 625) C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7 2.0" -45/ 295V 0/ OH 5,50° 0.47 KDDF ( 625) ConnectoreHS,M18late prefix= MiTek MT series 'COND. 2: Design checked for net(-5 psfl uplift at 24 "on spacing,' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERBOTTOM MAX IC PANELTLLAL DED�FLECTIN 0.215LIM@ITS3 LL= /4 d R SF IVE LOAD. TOP 40,Allowe80 0.469" AND BOTTOM RCHORDD CLIVEKED FLLOADSPACTLNON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.239° @ 3'- 7.6" Allowed = 0.703' 6-10-04 -03 2 MAX HORIZ. LL DEFL = 0.001° @ 6'- 10.3" MAX HORIZ. TL DEFL = 0.001' @ 6'- 10.3° NOTE:Design assumes moisture content does M-1.5x3 not exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. IF Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0,-ASCE 7=1'O, ug 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Load duration factor=1.6, 6.00 / Truss designed for wind loads in the plane of the truss only. 10 • • ca Ymi0 8 1�� M-3x4 4 --/ M-1.5x3 • y J• ), 6-10-04 0-03-12 i' 7-02 y • JOB NAME: 2610-B NH POLYGON - E4 ��,Eo PROF�s Scale: 0.5003 �� r di o 'i/ WARNINGS: GENERAL NOTES,unless otherwise noted: //q 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual _ Truss: '2 P E 9f 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY" LJ 3.Additional temporary bracing to Insure stability during construction14111101.P. . 2.Design assumes the top and bottom chords to be laterally braced at � Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/9/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required ing(TC)and/or drywall(BC). SEQ. : 6 054147 4.No load should be applied to any component unto after all bracing and 4.i stallegon of ract ays Is the responsibility or lateral f the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �L d_OREGON (ff�r TRANS I D• 407736 design loads be applied to any component, and are for"dry condition"of use. '7 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown,Shim or wedge if �O 14, 20�A••� fabrication,handling,shipment and installation of components. necessary. `_ VIII Mil MEI I I I III II II 8'This design is famished subject to the limitations set forth by7.Design assumes adequate drainage isprovided.missed. TPIMRCA in SCSI,copies of which will be famished upon request 8.Platesnecoincide with Joint centertliness of buss,and placed so their center MFR R i L�- MTek USA,Inc./CompuTrus Software 7.6.6(11_)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC IC: 2x4 KDDF #1&BTR TRUSS SPAN 7'- 2,0• BC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 GOND, 2: Design checked for net -5 sf urlift at 24 ^oc s.acinr. WEBS: 2x4 KDDF STAND SPACED 24.0' D.C. Not sign assumes moisture content does IC LATERAL SUPPORT <= 12°OC, UON. LOADING not exceed 19% at time of manufacture. BC LATERAL SUPPORT <= 12'OC, UON. LL( 25,0)+pL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Design conforms to main windforce-resisting M-1.5x4 or equal at non-structural TOTAL LOAD = 42.0 PSF system and components and cladding criteria. vertical members (uon). LL = 25 PSF Ground Snow (Pg) Wind: 140 mph, h=21ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, Connector plate prefix designators: (All Heights), Enclosed, Cat.2, Exp.B, C,nnecto,CN18 (Srno prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL load duration factor=l,6, p' MWFRS(Dir), M,CN,C1 M18HS,(SrM16 = MiTekprMT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, Truss designed for wind loads in the plane of the truss only. ANDBOTTOMCHORDLIVELOADSACTSF LIVE LOAD. TOP NON-CONCURRENTLY. BOTTOM CHORD CHECKED FOR PNote:Truss design requires continuous 6-10-04 bearing wall for entire span UON, 0-03-12 12 • 6.001,-- . M-1.5x3 3 co • lIIlI1i to v „,o M-3x4 M-145x3 7-02 JOB NAME: 2610-B NH POLYGON - E5 '0° PRop, WARNINGS: Scale: 0.5424 yr,[�A Truss E5 1.Builder and erection contractor should be advised of all General Notes GENERAL NOTES,unless otherwise noted: ��0 o !�N/. a• s/DA_ ` and Warnings before construction commences, 1•This design Is based only upon the parameters shown and is forgper individual I( ((p/C _!-9 2.2x4 compression web bracing must be installed where shown+, Ibncorporation of component Lsthe responsibility of of the buildingrodesigner. = �,,r L DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally brced at / DATE:. :9/9/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length y �. /� the overall structure Is the responsibility of the building designer, continuous sheathing or such lateralas bracing g required quredrw `� S EQ• : 6054148 4.No load should be applied to any component until after all bracing and 4.InstallationImoact fttrruss is the responsibilitygof the respectiveoo tactor.)BC. f,_� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407736 design loads be applied to any component. �j OREGON 5.CompuTrus has no control over end assumes no responsibility for the and are for"dry condition"of use. ''.../ �y O� ��((�,. 8.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. �O 14, Z 11111111111111101 II I III VIII I II VIII VIII VIII II III e,This design is furnished subject to the limitations set forth by DesignPlates shall be assumes located on adequate drainagehc Is of truss,a A ryP TPISNTCA in BCSI,copies of which will be furnished upon request. 8 es coincide with jointpcenter lines.9. s truss,end pieced so their center [1 p I�� J MiTek USA,Inc./CompuTrus Software 7,6.6(1 L)-E 0.For its basici ate size of plate design values see ESR-1311,ESR-1988(MITek) +T�r1 EXPIRES:12/31/2015 III iii ii Litt This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 9'- 8,0" BC: 2x4 KDDF CAT#18,BTR LOAD DURATION INCREASE = 1.15 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc sgacinq.� SPACED 24.0" O.C. NOTE:Design assumes moisture content does TC LATERAL SUPPORT <= 12"0C, UON. not exceed 19% at time of manufacture. LOADING BC LATERAL SUPPORT <0 i2°OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: Design conforms to main windforce-resisting C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc system and components and cladding criteria. M,M20HS,M18HS,M16 = MiTek MT series TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL russ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss designed for wind loads in the plane of the truss only. AND OM CHORD CHECKED FOR 1OPACTSF LIVE NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. BOTTLOAD. TOP M-1x2 or equal typical at stud verticals. 4-10 Refer to CompuTrus gable end detail for T 4-10 complete specifications. -1 - I'M-4x4 2 1 11 12 12 s.00 V a B.OD M oma . a. o /////////////////////////////////////////////////////////////////////////// -� c. • M-3x4 M-3x4 • y 9-08 y y 1-06 JOB NAME: 2610-B NH POLYGON - Fl ��,Eo PROFS . Scale: 0.5555 I ,g 6> WARNINGS: GENERAL NOTES,unless otherwise noted: C?`� �7/17 f Truss: F 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !! r!h and Warnings before construction commences. building component.Applicability of design parameters and proper '92 f E -:pf 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. f DES. BY: W 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / DATE 9/9/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'on.respectively unless braced throughout their length by SEQr� the overall structure is the responsibility of the building designer. continuous sheathing such as plywood requiredsheathing(TC)shown and/ordrywall(BC), ` l �_ . . 6054149 4.No load should be applied to any component until after at bracing and 4.Inst2x allaact tion bridgingrosIs the responsior lateral bility f the respectivecnt actor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon-corrosive environment, • TRANS ID: 407736 design loads be applied to any component. and are for"dry condition"of use. �L OREGONb. (� 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If A. fabrication,handling,shipment and installation of components. necessary• /� y 14, �� t��. H II �I I' II 111111111111 IIII'I II IIII 6.This design is furnished subject to the limitations set forth byT.PlatesPassumes adequate on both drainage isoprovided. 'yr - �`_ TP1IwrCA in BCSI,copies of which will be furnished upon request. 8. coincide with joint center linen.of truss,and placed so their center FR R I t. M7ek USA,Inc./CompuTrus Software 7.6.6 1 L-E 8.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TRUSS SPAN 10'. 0.0' TO: 2x4 KDDF #1&BTR BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC LATERAL SUPPORT <= 12"0C. UON. SPACED 24.0' O.C. 1-2=( 0) 76 2-4=(0) 0 BC LATERAL SUPPORT <= 12°0C. UON. LOADING 2-3=(-28) 90 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 18,0" 0.0° DL ON BOTTOM CHORD = 10.0 PSF BEAflING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: O'• 0.0" 126/ 376V Conner 8,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -145/ 179V -7/ 58HO5,50° 0,60 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT seriesuTrus, Inc0/ OH 1.50° 0.30 KDDF ( 625) 10'- 0.0' 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desirn chec ed for net -5 rsf u.lift at 24 "oc s°acin°. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BAND OTTOM CHORD CHECKED FOR 1OPSF LOADS ACTLIVE CLOAD. TOP ONCURRENTLY.NONVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150' MAX TL CREEP DEFL = -0,014" 8 -1'- 6.0' Allowed = 0,200° MAX TC PANEL LL DEFL = 0.005° @ 1'- 0.8° Allowed = 0.097" MAX TC PANEL TL DEFL = -0.009' @ 1'- 1.5' Allowed = .0.145' MAX BC PANEL LL DEFL = 0.028" @ 4'- 4.6° Allowed = 0.450" MAX BC PANEL TL DEFL = -0.202° @ 5'- 10.2" Allowed = 0.600° 1-11-11 • MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9° ( MAX HORIZ. TL DEFL = 0.000" @ 1'_ 10.9 12 NOTE:Design assumes moisture content does 6.00 p not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19,7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads • in the plane of the truss only. ri • c•,, oma. o o � o 2 • 1 M 3x4 �4 -1 • 1-06 (PROVIDE FULL BEARING Jts 2 3 41 10-00 JOB NAME: 2610-B NH POLYGON - J1 ��Q,ED PROP, WARNINGS; Scale: 0.5997 r ``-"7/7//r//yr,/) tri`.. Truss: 1 1.Builder and erection contractor should be advised of all General Notes GENERAL1.Th e snn Is based only upon the parameters shown and Is for an individualS,unless otherwise noted: ��\J v /�" ' Ov and Warnings before construction commences, building component.Applicability of design parameters and proper �1 n 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 92 Oi,r E gf 410r DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 9/9/2014 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by cothe overall structure Is the responsibility of the building designer. 2x Impact sheathing or such lateralas bracing cing required arwhere shown or d _ " "'' S E Q. : 6054150 4.No load should be applied to any component until after all bracing and 4.In Installation ofttrruss is the responsibility f the respective contractor.g(BC). �,' fasteners are complete and at no time should any loads.greater than 5.Design assumes trusses are to be used in a non-corrosive environment, • TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. 7�� OR EGON . !y, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 16T- fabrication,handling,shipment and Installation of components. necessary. �O '�J< ./ O� A��_, IIIIII II I 111111111111111 IIIA I III(III(III 6.This design Is furnished subject to the limitations set forth byT.Plates shall be assumes adequateatedonboth drainage Is sa L f1 c_ TPI/WICA in BCSI,copies of which will be furnished upon request. 9 Ines coincide with joint center lines faces of truss,and placed so their center �`R R'�1v v MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in Inches. _.__ ( ) 10.For basic connector plate design valves see ESR-1311,ESR-1958(MiTek) EXPIRES: 12/31/2015 1E1111111E This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0° TO: 2x4 KDDF #1&BTR BC: 2x4 KDDF #1&¢TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES . 4WR(DDF/Cq=1.00 SPACED 24.0' O.C. 1-2=( 0) 76 2.4=(0) 0 2-3=(-59) 71 TO LATERAL-SUPPORT<= 124OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C, UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 16.0° p,p• DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector prefix designators: 0'- 0.0' -68/ 442V -15/ 88H 5.50" 0.71 KDDF ( 625) C Connector plateN18 (or no prefix) = ors: rus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 10.9° -191/ 167V 0/ OH 1.50° 0.27 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 10'• 0.0" 0/ 84V 0/ OH 5.50° 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013` @ -1'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.014' @ -1'- 6.0' Allowed = 0.20D' MAX TO PANEL LL DEFL = -0.010' @ 2'- 3.7' Allowed = 0.246° MAX TC PANEL TL DEFL = -0.039" @ 2'- 0.7° Allowed = 0.369° MAX BC PANEL LL DEFL = 0.032' @ 4'- 4.6° Allowed = 0.450" MAX BC PANEL TL DEFL = -0.259" @ 5'• 5.8' Allowed = 0.600' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9' • MAX HORIZ, TL DEFL = 0.000" @ 3'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3-11-11 Design conforms to main windfiorce-resisting T system and components and cladding criteria. 12 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. • i 0 00 cm • p... ol. 11 I . M-3x4 ='---4 1 • 1-06 y 'PROVIDE FULL BEARING;Jts:2,3.4' 10-00 y JOB NAME: 2610-B NH POLYGON - J2 � ;Eo PRo�Fs Spate: 0.4872 �� °)77/II' s�( WARNINGS: GENERAL NOTES,unless otherwise noted: L Truss: J 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �� end Warnings before construction commences. building component.Applicability of design parameters and proper 9 p E �>! 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at // DATE: 9/9/2014 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC), /`••� _ �- ti SEQ. : 6054151 4.Na load should be applied to any component until after all bracing and 4.Sc tallaton of bridgingct or is the responsibility f the where shown++ respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, '..�G OREGON 4 TRANS ID: 407736 design loads be applied to any component and are for"dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. /o �� 4, 2O� A+�: �I I I'I I �' II I I I �� 6.This design is furnished subject to the limitations set forth by 7.Plates assubemes adequatelocatedoboth faces Isprovided.s,and '6 - TPIM?CA in SCSI,copies of which will be furnished upon request. Ines coincide th joint center liness of truss, placed so their center � R R I�`-" MiTekUSA,IneJCompuTrus Software 7.6.61 L-E 9.Digits Indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1989 Oilfield EXPIRES:12/31/2015 MINIM This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TRUSS SPAN 10'- 0.0" TC: 2x4 KDDF @MTR BC: 2x4 KDDF Iti&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TO LATERAL SUPPORT <= 12"00, UON. SPACED 24.0' O.C. 1-2=( 0) 76 2.4=(0) 0 BC LATERAL SUPPORT r_ 12°0C. UON. LOADING 2-3=(-92) 86 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 18.0° 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators; TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -67/ 508V -22/ 119H 5,50° 0.81 KDDF ( 625) Conner 8;CN[B (or. no prefix) = ors: rus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -176/ 193V 0/ OH 1.50` 0.30 KDDF ( 625) M,M2DHS,MIBHS,M16 = MiTek MT series 15'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0/ 93V 0/ OH 5.50' 0.15 KOOF ( 625) COND. 2: Desirn checked for net -5 rs urlift at 24 "oc s°acinr. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. TL BAND OTTOM CHORD CHECKED FOR IOPSF DS ACTNON-CONCURRENTLY.LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=6/240, llowed80 MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed 80 0.150° MAX TL CREEP DEFL = -0.014" @ -1'- 6,0' Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178° MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.238" MAX BC PANEL LL DEFL = -0.062° @ 4'- 4.6° Allowed = 0.450° MAX BC PANEL TL DEFL = -0.346" @ 5'- 1.4" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ, TL DEFL = -0.000" @ 5'- 10.9" 5-11-11 T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 6.00 F: system and components and cladding criteria. • 3 -, Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, q (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, •••14.1.:••••••••••, Truss designed for wind loads in the plane of the truss only. v 0 co eD CD /- v o ►� 1 M-3x4 =tea 1-06 [PROVIDE FULL B ARING;Jts•2 ^I 10-00 JOB NAME: 2610-B NH POLYGON - J3 `'111111` WARNINGS: Scale: 0.4872 Co�L \CyJ(P�N/�'O� ss��f. Truss: tJ$ e noted: 1.Builder and ereGton contactor should be advised of all Geneal Notes Gt E This des gERAL ��s based only upo,unless n the paamete s shown and is for an Individual 4,..., " " " ' Ov and Warnings before construction commences, building component.Applicability of design parameters and proper t� p C 9 2.2x4 compression web bracing must be Installed where shown+• 2.Incorporation of component is the responsibility of the building designer. 411111P•9�/,,r L r DES. BY; (J 3.Additional temporary bracing to Ensure stability during construction Design assumes the top and bottom chords to be laterally braced at / DATE 9/9/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by SEQ. ' the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood required to _ - �=. S EQ. : 6054152 4.Na load should be applied to any component until after all bracing and 4.1 stallImation oact f truss is thor e responsibility f the where respective cont actor'I�C) `! fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407736 design loads be applied to any component. �G A_OR EGON 5.CompuTms has no control over and assumes no responsibility for the necessary. for"dry condition"of use, g ! 6 Design assumes full beating eat supports shown.Shim or wedge If �O 1 4' 20� �_f�; fabrication,handling,shipment and Installation of components. TT 0111 III I I III 1111111 II[III 6.This design is furnished subject to the limitations set forth by B7..Designlates shall beassumes adequate on drainage a iso truss,and �l TPUWTCA In SCSI,copies of which will be furnished upon request. &Ines coirncide located joinppl center liner9. s of truss, placed so their center ��R'�`,,, V MiTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E 0.Digits ibasicicate sizoroftdesi nn values see ESR-1311,FSR-lean plateg (MiTek) EXPIRES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF 81&BTR TRUSS SPAN 10'- 0.0' BC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 43-5=(-310) 1 00 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 1-2=( 0) 76 2-5=(-167) 267 3-5=(-310) 193 2-3=(-368) 172 3-4=( -58) 27 TO LATERAL SUPPORT <= 12°0C. UON. LOADING BC LATERAL SUPPORT <= 12°0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0° 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 87/ 595V 30/ 151H 5,50' 0.96 KDDFP(C625) C,CN,CI8,0N18 (or no prefix) = CompuTrus, Inc 7 10.0' 9D/ 56V 0/ OH 1.50° 0.11 KDDF ( 625) M,M20HS,M18HS,(or = MiTek NT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL t0'- 0.0° 3/ 256V 0/ OH 5.50" 0.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 °oc spacing,) • BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.014° 8 -1'- 6,0° Allowed = 0.200' MAX LL DEFL = -0,006" 8 5'- 2.5' Allowed = 0.370° MAX LL DEFL = 0.000° 8 0'- 0.0° Allowed = 0.078' TLMAXMAX BC PANELEEP TL DEFL = -0.414' 8 5'- 0.9° Allowed = 0.589° 7-11-11 MAX HORIZ, LL DEFL = 0.002° @ 9'- 8.3" MAX HORIZ. TL DEFL = 0.003" @ 9'- 8.3' 12 6.00 V ' NOTE:Design assumes moisture content does ( not exceed 195 at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. Wind: 140 mph) h=21,2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, r« (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. �t • • • M O� O� / `1 O �� 1 M-3x4 ► -5 M-1.5x3 • • y y • 1-06 (PROVIDE FULL BEARING;Jts:2,4,5I 10-00 y OB NAME: 2610-B NH POLYGON - J4 Ko,, pa-oF�0 scale: 0.4872 � \/7 c�O .t WARNINGS: GENERAL NOTES,unless otherwise noted: Lt `/ry ' . Truss: J 4 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ��]] and Warnings before construction commences. building component.Applicability of design parameters and proper 9G E 9f '� 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: Is the responsibility of the erector.Additional permanent bracing of 2'o.0.and at 10'o.c.respectively unless braced throughout their length by .. r'1 9/9 2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall BC. ` r// ' S E 0. : 60541 53 4.No load should be applied to any component until after all bracing and 4.1 stImpact ation ottuss is the responsior lateral bility fthe where shown++ 411 respective contractor. / r� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corcoslve environment, �G- A.OREGON g TRANS I D: 407736 design loads be applied to any component. and are for'dry condition'of use, vJ �hn `�� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ./Q )'" 1 20 P•+. fabrication,handling,shipment and Installation of components. necessary. II I I I II III I III III�� III 6.This design is furnished subject to the limitations set forth T•Designlaesassumes adequateatedondrainage Iso runs,a. h TPIAM•CA in BCSI,copies of which will be famished upon request. 8 noes coincidelewith joint center lines of truss,and placed so their center Fffi R�Lk- MiTek USA,Ina/CompuTrus Software 7.6.6 1 L-E e.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 iui►►►i►i►ii► This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TRUSS SPAN 2'- 0.0' TC: 2x4 KDDF // BTR BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 1-2=( 0) 76 2-4=(O2-4=(OF/Cq=1,00) 0 TO LATERAL SUPPORT <= 12'OC. UON. SPACED 24.0" O.C. BC LATERAL SUPPORT r_ 12"0C, UDR. LOADING 2-3=(-67) 15 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 18,0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators; TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. C,CN,CI8,CN18 (or no prefix) 0'- 0,0° (SPECIES) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 1,- 9 2, -123/ 429V42 -7/ 58HO5.50' 0.69 KDDF. ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 1'- 11 2' -22/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL / OH 1,50° 0.07. KDDF ( 625) CON.. 2: Desirn checked for net -5 sf urlift at 24 "on sracinr. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOAD. TOP ANDTBOTTOMOM RD CHECKED LOADS FOR1OPACTSF LIVE CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = 0.013° @ -1'- 6.0' Allowed = 0.150" BOT1.11.11 MAX TL CREEP DEFL = -0.014" @ -1'- 6,0' Allowed = 0,200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.050' MAX BC PANEL TL DEFL = 0.002° @ 1'- 0.1' Allowed = 0.067' 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9° 6.00 MAX HORIZ. TL DEFL = -0.000° @ '1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6"0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads '/ in the plane of the truss only. ' ,a co 0 o.,- , o o� 4 111. 1 M-3x4 1-06 2-00 PROV DE FULL BEARING'Jts:2 4 3 JOB NAME : 2610-B NH POLYGON - SJ1 ti �� pRo�F - WARNINGS: Scale, 0.6958 //� ss� Truss• SJ 1 1.Builder and erection contractor should be advised of all General Notes 1.ThGENis design Is ba ed only upo,unless n the parameters shown and Is for an individualise noted: ��\� /�' ' O and Warnings before construction commences, building component.Applicability of design parameters and proper [] b C ?9 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. •J�„r L { DES. BY; LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 9/9/2014 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o•c.respectively unless braced throughout their length by � the overall structure is the responsibility of the building designer. 25Impact m continuous sheathing or suchlateral as bracingcing required where sown+d1. �S► • SEQ. : 6054155 4.No load should be applied to any component until after all bracing and 4.Insttallation of truss is thresponsibility of the respective contractor'i(BC) `,� required where shown++ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: 407736 design loads be applied to any component, and are for"dry condition"of use. �G OREGON (v 5.CompuTrus has no control over and assumes no responsibility for the B.necessary.Design s assumesyfull bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Designnesass �j� 'Q�+ 14' _'h `l�":. IIII I VIII IIII IIII 1101 Inn 11111 IIII IIII 6.This design is furnished subject to the limitations set forth by 7.Plates shall be assumes adequateatedonboth facesae Is truss,a V ,,?,‘7,. T IIII TPUWrCA in SCSI,copies of which will be furnished upon request, 8 es coincide with joint center lines. 9. of Huss,and placed so their center � R R L�^ MTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basits ic ccoonnete ctorple of atete desin gn values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • This design prepared from computer-input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7° BC: 2x4 KDDF #1&BTR, LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SPACED 24.0° 0.C. 2-3=( 0) 76 2-4.(0).0 TC LATERAL SUPPORT <= 12'0C. UON. 2-3=(-73) 30 BC LATERAL SUPPORT <= 12"0C• UON. LOADING LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0' 0,0" DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) 0'- 0.0° -115/ 440V -15/ 88H 5.50" 0.70 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'1'- 9.2°11.7' -52/ 94V 0/ OH 5.50' 0.10 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series -44/ 60V 0/ OH 1.50' 0.15 KDDF ( 625) REQUIREMENTSLIMITED STORAOF IIBCGE S20112 ANDNOTD NOT BEINGE TO THE AMET. 12 L 'COND. 2: Design checked for net(-5 osf) uplift at 24 'oc soacin1,1 6.00 D' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = 0.013° @ -1'- 6,0" Allowed = 0.150' MAX TL CREEP DEFL = -0.014' @ -1'- 6,0° Allowed = 0.200' MAX TC PANEL LL DEFL = 0.003' @ 1'- 3.6° Allowed = 0.246' MAX TC PANEL TL DEFL = 0,002° @ 1'- 2.1" Allowed = 0.369' MAX HORIZ. LL DEFL = • MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting - system and components and cladding criteria. .t- Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • cm load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, • o" 111c) o� • 2 4' M-3x4 y y i- 1-06 2-00 1-11-11 y (PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 2610-B NH POLYGON - SJ2 ��E) PRoFFs Scale: 0.7754 �` • � NS�0 SJ2 WARNINGS: GENERAL NOTES,unless otherwise noted: /jj Truss: SJ 2 1.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper 2 P E "9r ` 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 9/9/2014 is the of the erector.Additional permanent bracing of 2'o.G and at 10'o.c,respectively unless braced throughout their length II structure Is the responsibility of the building designee continuous sheathing such as plywoodmeed sheathing(TC)and/or d 9 by �_ SEQ. : 6054156 4.No load should be applied to any component until after all bracing and 4.I stallImati Iact nstallation bridging sgs Is tor e lateral responsibilitybracing required the where showective n++ctor. ' ` fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ao be sein a non-he comos ve environment, -74 4,_OREGON TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. ' 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ./O "/)' •(4 mO �-L- fabrication,handling,shipment and Installation of components. necessary. II I I VIII I II I II III I I I '� 6.This design is furnished subject to the limitations set forth by7.DesignPlatesassube mes adequate on othi facesae is truss,a p - TPIANfCA in BCSI,copies of which will be furnished upon request. 8. ns coincli�Ide with joint center linof truss,and placed so their center �R R I�� MiTek USA,Ina/CompuTrus Software 7.6.6 1 L-E 9•Digits Indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 ►u►►►►►►►lE This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TRUSS SPAN 5'- 11.7° IC: 2x4 KDDF /M BTR BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC LATERAL SUPPORT <= 12°0C. UON. SPACED 24.0' O.C. 1-2=( 0) 76 2-4=(0) 0 BC LATERAL SUPPORT <= 12°0C. UON, LOADING 2-3=(-104) 47 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 18.0° D.0' DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRO REQUIRED BRG AREA Connector plate prefix designators: TOTAL LOAD = 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. C,CN,C18,CN18 (or no prefix) O' 0.0" -95/ 431V -22/ 119H 5.50' 0.69 (SPECIES) Connector M18H5 = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 1'- 9.2" KDDF 625 M16 - MtTek MT series 5'- 11.7' -67/ 144V 0/ OH 5.50' 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL / OH 1.50° 0.23 KDDF ( 625) COND. 2: Desi. checked for net -5 .s 0.1i t at 24 'oc sracinr. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BAND OTTOM CHORD CHECKED FOR 1OPSFDS ACTLIVE CLOAD. TOP ONCURRENTLY.NONVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0° Allowed = 0.150' MAX TL CREEP DEFL = -0.014' @ -1'- 6.0° Allowed = 0.200° MAX BC PANEL LL DEFL =12 MAX BC PANEL TL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.050' 6,001/ -0.004' @ 1'- 0.1° Allowed = 0.067' 3 f MAX HORIZ, LL DEFL = -0.001' @ 5'- MAX HORIZ. TL DEFL = -0.001' @ 5'-.10.9° (, NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Desi n orms to system andfcomponentsln andlcladdingrcriteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10., . (All Heights), Enclosed, Cat.2, Exp,6, YWFRS(Dir), �t load duration factor=1.6 o Truss designed for wind loads w in the plane of the truss only. M . c) Mil Of 4 0 2►am 4►� M-3x4 1-06 2-00 3-11-11 P:OVD ULL BE'•ING•Jts:2 , 3 . JOB NAME: 2610-B NH POLYGON - SJ3 �� D PR OFF'30- WARNINGS: Scale: 0.6290 ! Q/„(///. Truss SJ 3 ise noted: 1.Builder and erection contactor should be advised of all General Notes 1.ThisGENEsign is based only upoS,unless n the parameters shown and Is for an individual ��\� V�/" ' ' V/O and Warnings before construction commences. building component.Applicability of design parameters and proper D c �9 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. • �,,r L � ` DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O DATE: 9/9/2014. is the responsibitly of the erector.Additional permanent bracing of 2'o.o.and at 10'o.c.respectively unless braced throughout their length)y Ale- the overall structure to the responsibility of the building designer. continuous sheathing such as plywood required in (( �_s SEQ. : 6054157 4.No load should be applied to any component until after all bracing and 4.I2nstallation nact boftruss or the responsibility s bracing f the respectivecontractor.ll eC, f, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: 407736 design loads be applied to any component. �G �y_OREGON 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. .vJ' ,�(((/ 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. moo .'+ ,/4' 2 �� iI 11111111111111111 VIII VIII VIII VIII I III I( IIII►III 6.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate on ne both c is of truss,sed. r- n I TPI/WIMA in SCSI,copies of which will be furnished upon request. 8.Ines co coincide with joint center lines. of and placed so their center C R R`L� Mi fek USA,Inc./CompuTrtas Software 7.6.6 1 L-E e•Digits indicate size of plate in Inches. - 10.For basic connector plate design values see ESR-1311,ESR-1988(Mitek) EXPIRES:12/31/2015 REMAIN This design prepared from computer input by 7 LUMBER SPECIFICATIONS PACIFIC LUMBER-BC TRUSS SPAN 7'- 11,7° F/Cq=1,00 TC: 2X4 KDDF @ BTO BC: 2x4 KDDF #1&BTO LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 1-2=( 0) 76 2-4=(O 2-4=(o SPACED 24,0" O,C, ) 0 IC LATERAL SUPPORT <= 12'OC, UON. 2-3=(-138) 63 BC LATERAL SUPPORT <= 12'OC. UON. LOADING LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 18.0' 0.0• DL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HOfl2 BRG flEQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SD,IN, (SPECIES) Connector plate prefix designators: 0'- 0.0" -52/ 374V -30/ 151H 5.50' 0.60 KDDF ( 625) Conner 8,CN18 (or no prefix) = CompuTrus, inc LL = 25 PSF Ground Snow (Pg) 1'- 8.2° 111( 291V 0/ OH 5.50' 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 7'- 11,7" -90/ 193V Cl OH 1,50" 0.31 KDDF ( 625) ,CN, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 asf) uplift at 24 °oc spacing.' REDUIflEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BAND OTTOM CHORD CHECKED FOR 1BPSFDS ACTLIVE CLOAD. TOP ONCURRENTLY,NONVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0° Allowed = 0.150' MAX TL CREEP DEFL = -0,014° @ -1'- 6.0' Allowed = 0,200° MAX BC PANEL LL DEFL = 0.006° @ 1'- 0.1° Allowed = 0.050° MAX BC PANEL TL DEFL = -0,008" @ 1'- 0.1" Allowed = 0.067' MAX HORIZ. LL DEFL = -0.001° @ 7'- 10,9° 12 ' MAX HORIZ. TL DEFL = -0.001° @ 7'- 10.9° ' 6.00E2- NOTE:Design assumes moisture content does `) not exceed 19% at time of manufacture. 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4,2,BCDL=6,0,'ASCE 7110, (All Heights), Enclosed, Cat.2, Exp;B, MWFRS(Dir), load duration factor=i.6, Truss designed for wind loads in the plane of the truss only. v 0 4 w of-- Ali o ta=m 41�s M-3x4 y Ly 1-06 2-00 5-11-11 1 (PROVIDE FULL BEARING;Jts:2,4,3) • JOB NAME: 2610-B NH POLYGON - SJ4 ''s ,i) PRoFe- WARNINGS: Scale: 0.5260 C p�OA. 1.Builder and erection contractor should be advised of all General Notes 1.GThis desigNERAL n Is based oTES, nly upon the parameters shown and Is for an Individual �c...)\ • /�� 2 Truss: SJ 4 and Warnings before construction commences. o 2.2x4 compression web bracing must be Installed where shown+. ncorporatl npof component is responsiof designbility of thbuildin proper designer.otherwise noted: '•21•,r E .:f DES, BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a DATE 9/9/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.o.end at 10'o,c.respectively unless braced throughout their length)y � SEQ the overall structure is the responsibility of the building designer. continuous2xIantsheathing or such lateral as plywgoe sheathing(TC)and/or-drywall(BC. iS' . : 6Q54158 4.No load should be applied to any component until after all bracing and 4.Installation oft bridging is thresponsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used le anon-cortosive environment, • (Ct TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. �� OREGON 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. ,Q '9j+ 14, 20� AT II II I II 11111111111 III VIII I III I II III(III 6.This design is famished subject to the limitations set forth 7.Designassumes adequate one both fa drainage is truss,a may,`_ TPIlWrCA In BCSI,copies of which will be furnished uponrequest. e•Plates shall be located on faces of truss,end placed so their center R R I LL V Plines colnctde with joint center lines. MiTek USA,Inc/CompuTrus Software 7.6.6 1 L-E 9.Digits Indicate size of plate in Inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1.,srzot9-00 3 r, . map 50 5LIN5btKE(0A57 x LEGEND: ss SANITARY SEWER Pacific —SD STORM DRAIN Community Design w WATER LINE 12564 SW Main Street 0 • MANHOLE Tigard,OR 97223 [T]503-941-9484 • CATCH BASIN DATE: 07/15/2019 0 STREET LIGHT REVISIONS STRAW WATTLE PERIMETER NO. DATE DESCRIPTION '— –""' — --- ` EROSION CONTROL V co ^J C3 co TRACT M ` N co`'` 283.4— 1 281.6 gym_, 1 DETACHED MIN. SETBACK SUMMARY 1 :PO !�� PORCH SETBACK: 8' — i 36.0'x_ -- ___ . BUILDING SETBACK: 12' — " ——ffirr — 5.0' f- 16.0_ �.,,ir t t , I C SIDE SETBACK: 3' I 11 /� 1 I I �■ SIDE FACING STREET: 3.0' GARAGE / 1 ( PUBLIC STREETS: 8' P.U.E. j1 ' Nit STREETS: 3' 11 / � 0 I � I REAR SETBACK: 15' I J – FFE: 284.2 • II I REAR SETBACK AT ALLEY/PRIVATE: 0' " , 1 GFF:282.9 I ' REAR COVERED PATIO: 10' / II L \ ; .I " 1--- 1 GARAGE: E �I BUILDING � 1 I L PUBLIC STREETS: 20' Q I 'I 26106 1 (i =- ALLEY/PRIVATE STREET: 3'-5' N I O1 1 0 1 I 49 1°° 50 / 1 co� 51 CV 5.0'I2,881 SF �1 1 5.0' 1 N I[-I , d_ / 1 I I LOT COVERAGE: 1 ' ' 1 r 1 POLYGON wII i ; I LOT AREA: 2,881 SF UJ Ai 1 -F AT ROSHAK BUILDING FOOTPRINT: 1,304 SF oo> 6.0' ! PORCH 1• 0 �I :I RIDGE P.U.E. I±° °-.._...______ 1 -- +�rl��n1 • �, _ - —19_0'_ b 1 _ __�� COVERED PORCH: 221 SF a - - - - - - - I` - - - -13.6' • _ L .'_.- - — — — 281.3 ; i 280.1 w o �..4 �. !®��..�IQ _,;` CANTILEVER LIVING SPACE: 0 SF / AUER\�� 36.0' \�II�I\ 1 �v� �/ SIDEWALK COVERED PATIO: 0 SF o 1__ ---- �,_ LOT 50 a h. 1 }, � �i DECK AREA: 0 SF T § SANITARY LATERAL�•'' �` �� r PLOT PLAN 2 PLANT (1) STREET TREE: ��, `� 4, 1 WATER ihiL METER TOTAL COVERAGE: 1,525 SF 0. JUNE SNOW DOGWOOD / . STORM 50 D — CORNUS CONTROVERSA SD LATERAL 52.9 % / I SW SUNSHINE COAST ST IMPERVIOUS AREA: 1,620 SF 15 +4 U a 0 m 2POLYGON NORTHWEST (360) 695-7700 C CITY OF IGARD 6 2 V 1 W7 PROJECT NO.: 0 Approved by Planning TYPE EVIE CONSTRUCTION REVIEWED BY: CMH SCALE LOT 50 (R-12, SMALL) Date: 3-301q 0 10 20 M CASEFILE(S): POLYGON AT ROSHAK RIDGE Initials: Sc. PDR 2015 00002 16870 SW SUNSHINE COAST ST 1 INCH=20 FEET PDR 2016-00002-00006 Z LEGEND: ss SANITARY SEWER Pacific Community SD STORM DRAIN Design —w WATER LINE 12564 SW Main Street 0 • MANHOLE Tigard,OR 97223 [T]503-941-9484 ■ CATCH BASIN DATE: 07/15/2019 STREET LIGHT REVISIONS STRAW WATTLE PERIMETER NO. DATE DESCRIPTION ``` EROSION CONTROL 1 a co m co TO m N N TRACT M N N N`'" 283.4 28L6 DETACHED MIN. SETBACK SUMMARY �� 36.0' .--. ______ !'!�� PORCH SETBACK: 8' 16.0' ---_- BUILDING SETBACK: 12' / -- lII --5.0' , 1 =I SIDE SETBACK: 3' 1 1 .4n�„. SIDE FACING STREET: 3.0' r GARAGE I 0 �.' PUBLIC STREETS: 8' 1 '1P.U.E. / I // 1 . 1 I I ALLEY/PRIVATE STREETS: 3' REAR SETBACK: 15' I I , 1 I I REAR SETBACK AT ALLEY/PRIVATE: 0' FFE:284.2 � ;, I I A , I I I GFF:282.9 1 I 1, '` I , REAR COVERED PATIO: 10' I[ 1 ; I / ; t'II — I I I GARAGE: BUILDING I L I I PUBLIC STREETS: 20' Q I I I1I I 2610B 1 II 1 1 ALLEY/PRIVATE STREET: 3'-5' 07 1 O 1 1 , 1 I 1 49 I°° I 50 1, • opo 51 1 5 1 I I I N I 5.0'I lir 2,881 SF 1 5.0' 1 I 1 I I cN 1 , 1 II d ri I o I I LOT COVERAGE: I POLYGON o w JiI r 1 . LOT AREA: 2,881 SF �' I 11 AIM AT ROSHAK 6.0 II PORCH o a "�_\1i BUILDING FOOTPRINT: 1,304 SF P.U. . -= `--�— — -'''�.'■' RIDGE — — —• — — I - — - . 19_0' 13 6' _$ _- -L '�r�r.�'� COVERED PORCH: 221 SF 281.3 280.1 _Aga IIIIIIS, 1imp4wod= 1�� "' ---- CANTILEVER LIVING SPACE: 0 SF o ma /7/ A� ia 36.0' SIDEWALK` COVERED PATIO: 0 SF 2 i _ LOT 50 .diatablinirliatir._ DECK AREA: 0 SF PLOT PLAN ce �;r SANITARY LATERAL' �``�� `"`" PLANT (1) STREET TREE: METER ,ERM, WATER TOTAL COVERAGE: 1,525 SF 0. JUNE SNOW DOGWOOD / � SD STORM Sp I D 52.9 % co — CORNUS CONTROVERSA LATERAL I o_ SW SUINSHINE COAST ST IMPERVIOUS AREA: 1,620 SF o - . �N �'N' N\\ SS e \ 1 /�� v 0 2 POLYGON NORTHWEST (360) 695-7700 r;iT`� r `�I ARI /� PROJECT NO.: 395-010 2S1 W7 TYPE: CONSTRUCTION 0 O V approved by Planning SCALE REVIEWED BY: CMH LOT 50 (R-12, SMALL) Date: �-50-(q 0 10 20 L,, CASEFILE(S): POLYGON AT ROSHAK RIDGEinitials: SL PDR 2016-00002 16870 SW SUNSHINE COAST ST PDR 2016-00002-00006 1 INCH=20 FEET nitcr2o19-ao 31 * ((dt70 5VU 511NS0-0/E O AST 9r LEGEND: ss SANITARY SEWER Pacific Community —SD STORM DRAIN Design w WATER LINE 12564 SW Main Street © • MANHOLE Tigard,OR 97223 [T]503-941-9484 ■ CATCH BASIN DATE: 07/15/2019 )3E+ STREET LIGHT REVISIONS J y STRAW WATTLE PERIMETER NO. DATE DESCRIPTION -- — -, -- EROSION CONTROL , co rJ TRACT M ' N 283.4- -281.6 ftmallil DETACHED MIN. SETBACK SUMMARY 1 _ 36.0- .----- _ .....1 PORCH SETBACK: 8' • BUILDING SETBACK: 12 `5.0'- 16.0'- 0 _ ■ SIDE SETBACK: 3' I .I I T / - 1 —� �`�'■�■ SIDE FACING STREET: 3.0. GARAGE ( I +"" PUBLIC STREETS: 8' PDI I I 1 �■ ALLEY/PRIVATE STREETS: 3' - 1 I I II I I I / / 1 REAR SETBACK: 15' 'I J FFE: 284.2 1 I - _ I I REAR SETBACK AT ALLEY/PRIVATE: 0' GFF: 282.9 1 I REAR COVERED PATIO: 10' ._ �1--1 I I II -if 1 I ? I I GARAGE: E I II BBUILDING: J I� - I I PUBLIC STREETS: 20' , 1 26106 1 I1 --J--1 ALLEY/PRIVATE STREET: 3'-5' " 1 �' III 0. 49 1�°° 50 1 �I 51 0 5.0'I-► 0 2,881 SF —�'1 1 5.0' I I II / I I 1 I C`1 1 I f,_ 1 1 I I LOT COVERAGE: J/ I 71. O II / 1 1 I 1 I ) I I 1 I POLYGON LU L, 1/ j 1 ,' LOT AREA: 2,881 SF I I = I N �, I - 1 - AT ROSHAK s ■r 0) 6.0' PORCH o '■rl■ I BUILDING FOOTPRINT: 1,304 SF 73. P.U.E. � - - ° - 1 :� '`�■I•..I � RIDGE 0 - ___ - ! --L . -+► COVERED PORCH: 221 SF I - -13.6' - 280.1�� Im.. 281.3 1 At' F e _ /As .a�� CANTILEVER LIVING SPACE: 0 SF o vim ilk 36.0' AL COVERED PATIO: 0 SF c, �1 SIDEWALK O - 0 _sz_a, _ LOT 50 °' Illfftillwaill-�� `_ DECK AREA: 0 SF 1 SANITARY LATERAL w''A ii �°�'""' PLOT PLAN -"�'" WATER TOTAL COVERAGE: 1,525 SF 3 - PLANT (1) STREET TREE: " ti, ........ / _____ o JUNE SNOW DOGWOOD / / SD STORM S�METER D 52.9 % CORNUS CONTROVERSA LATERAL 1 1 1 / SW SUNSHINE COAST ST IMPERVIOUS AREA: 1,620 SF // �� //,,,,, ,\ N /1 v 0 0) 2e POLYGON NORTHWEST (360) 695-7700 2S1 W7 TIGARD A PROJECT NO.: 395-010 TYPE: CONSTRUCTION Approved by Planning REVIEWED BY: CMH LE LOT 50 (R-12,ri , SMALL) Date: 7-Vii SCALE 20 cASEFILE(s): POLYGON AT ROSHAK RIDGEInitials: k o PDR 2015-00002 Z PDR 2016-00002-00006 16870 SW SUNSHINE COAST ST 1 INCH=20 FEET LEGEND: /1.2..1jf/ ss SANITARY SEWER Pacific COMmunity —So STORM DRAIN Design —w WATER LINE 12564 SW Main Street 0 • MANHOLE Tigard,OR 97223 [T]503-941-9484 ■ CATCH BASIN DATE: 07/15/2019 STREET LIGHT REVISIONS STRAW WATTLE PERIMETER NO. DATE DESCRIPTION �'� I �----- `� I '� I �''� =� EROSION CONTROL Ln co c0 oo TRACT M `� DETACHED MIN. SETBACK SUMMARY 283.4 N 281 6 �� N min �, _ �, 36.0' PORCH SETBACK: 8' 5.0' f- 16.0' 1''." BUILDING SETBACK: 12' 7 !!1 I C. '---- ...� SIDE SETBACK: 3' / 1 1 I 1 1 `►;rm,� SIDE FACING STREET: f 3.0' GARAGE �1 PUBLIC STREETS: 8' P.U.E. 1� "� ALLEY/PRIVATE STREETS: 3' ,+ I REAR SETBACK: 15' I I J FFE:284.2 I I I I REAR SETBACK AT ALLEY/PRIVATE: 0' I I 7 GFF:282.9 �+ J r REAR COVERED PATIO: 10' ` i f --_.___�J II t' / , ,+ r"I I GARAGE: E 1�' ;I BUILDING: I 14 I'� 4 PUBLIC STREETS: 20' Q i II 2610B 1{ I' =J j ALLEY/PRIVATE STREET: 3'-5' CO 0 1 -cc ' I N 41 1 49 1 m 1 50, 0. / 51 0 5.0'I I 2,881 SF 0 115.0' CV I 1 1 LOT COVERAGE: 11 1 POLYGON LL �I jl j ; LOT AREA: 2,881 SF N �s I — �� AT ROSHAK c 6.0' PORCH ; nBIM .`; BUILDING FOOTPRINT: 1,304 SF RIDGE P.U.E. I—I° °-1--5/ 1 � — - - - - - — i19.0'_ — A► I' - — — — -1 6 1, — — L ,`-�,� COVERED PORCH: 221 SF 281.3 11 280.1 i 4111.4104F.� 11,41111P 1) r� _""'�►moi CANTILEVER LIVING SPACE: 0 SF 11 Amin �� X 36.0' ' A SIDEWALKr • COVERED PATIO: 0 SF y77 l LOT 50 I' PLOT PLAN Q "rillkliP1111! 11. 111‘ �� ' " ' DECK AREA: 0 SF o 1--- ,SANITARY LATERAL- -• 1v- -, WATER' o PLANT (1) STREET TREE: �� — METER TOTAL COVERAGE: 1,525 SF 0. JUNE SNOW DOGWOOD / STORMY - D — CORNUS CONTROVERSA co SD LATERAL SD 52.9 % o VSW SUNSHINE COAST ST _ IMPERVIOUS AREA: 1,620 SF _/ _ 7-erC) \\ SS \r v 0 i al c POLYGON NORTHWEST (360) 695-7700 CITY Of= fi�� A80 C PROJECT NO.: 395-010 2S 1 W7 0 TYPE: CONSTRUCTION O V Approved by Planning SCALE REVIEWED BY: CMH LOT 50 (R-12, SMALL) Date: "7--}119 10 20 CASEFILE(S): POLYGON AT ROSHAK RIDGE initials: SL P PDR 2015-00002 PDR 2016-00002-00006 16870 SW SUNSHINE COAST ST 1 INCH=20 FEET ✓�:r ::»R PACIFIC LUMBER COPYRIGHT ROSEBURG FRAMING SYSTEM`' "- „° /I' ' quality engineered wood products for today's builder- = These plans and the designs are copyrighted under Federal Law by Pacific Lumber Company 2013. �� The plans may not be re-used or copied,In whole or part,without written permission from Pacific Lumber RIGI D LAM-LVL RI GI DRI M- °"'"^""'°' soup BLOCK Au '��,aa°i rows FROM ABOVE LI- Com an which retains copyrights to and ownershipof theplans.Use of theseplans byanyother roeee�NSBeLow. p & .r..,.-,rl.,,. issue.sounsssLeuos product supplier other than Pacific Lumber Company is strict) �� ft 7,;:ro ,II enomsr uaen.NA OH these p y ypInfringes Unauthorized use Or easreu�roxExt PRODUCTS uosPamo roearvaooucrs MARI.AREA OP BwOKs copying of plans,infringes rights under the Copyright Act. face liabilities that Include BELOW TO POST ABOVE. �� ' `� �\ penalties of up to$20,000 per work infringed,and$100,000 per work Infringed willfully. IP 40PNRFPI JOIST ROSESURO FOREST PRODUCTS •'° 1 n/ IIII\, CONTRACTOR NOTE5: PESIGN NOTPSF °°^..'n'... 1)VERIFY ALL FRAMING CONDITIONS THIS FLOOR SYSTEM WAS 2)ALL FOOTINGS PER DESIGNER'S PLAN DESIGNED 70 MEET OR ,E'nE4F/ (UNLESS NOTED OTHERWISE) EXCEED THE LIVE LOAD RM.BLOCKING PANELS WITH GEARING IYALL ABOVE POST LOAD TRANSFER DETAIL 3)ALL BEAMS PER DESIGNER'S PLAN DEFLECTION CRITERIA (UNLESS NOTED OTHERWISE) OF L/430 KT'S. KT.S. 4)USE CAUTION WHEN GUTTING FOR PLUMBING FLOOR LOAD/NG: 5)PROVIDE PROPER SUPPORT AT ALL 40psf LIVE LOAD - SHgARWALLS 1 2psf DEAD LOAD AEAS I I I I 3Op5SLEB�N6E LOAD- 1 2psf DEAD LOAD ROOFLOAPIN$u 25psf LIVE LOAD 1-Ipsf DEAD LOAD (- WHERE PLATE NAILING AT WHERE PLATE NAILING AT SHEARWALL ABOVE SHEARWALL ABOVE EXCEEDS ONE ROW, EXCEEDS ONE ROW, PATIO PROVIDE ADD'L BLOCKING PROVIDE ADD'L BLOCKING PATIO OR WIDER RIM MATERIAL OR WIDER RIM MATERIAL AS REQ'D. AS REQ'D. I WHERE PLATE NAILING AT R1 R1 SHEARWALL ABOVE ,R N.. ,... R1 - 21 Si - ----� EXCEEDS ONE ROW, 1 R 1 J5 - .13 R] R 1�"I—"`""`- -— PROVIDE ADD'L BLOCKING OR WIDER RIM MATERIAL - J6 -•_-. ------ AS REQ'D. -_ - _ ------- ---- in in I,_-J --- _ J6 O O I -_ -- l.16 L - - — PL1 3-253 (MAIN) __-- _-- J6 ___-- POLYGON 26105 I ..iiiMho a I Material F Width I Depth I Grade IOW I Gut Lth I Tot Lth J6 I L ( - R1 OSB Rim 1 9 1/2 6 16 96 I I ''' I J1 RFPI-20 1 3/4 9 1/2 1 10 10 _,-,- Jb RR—.-As-----1 VV - --�'--� J6- J2 RFPI-20 1 3/4 9 1/2 2 2 4 RI i 51 9 ° R1 I.R1 J3 RFPI-20 1 3/4 9 1/2 1 8 8 Jb -.. .__....... - ry 'ry ....__. __.-._-- _ - __-- ___--- -__...._. -s J4 RFPI-20 1 3/4 9 1/2 3 18 54 ti v J5 RFPI-20 1 3/4 9 1/2 1 28 28 J6 RFPI-20 1 3/4 9 1/2 15 26 390 ;I- JG oo o J6 51 RigidLam LVL 1 3/4 9 1/2 1.5E 1 18 18 1 J6 1 B2 RigidLam LVL 1 3/4 9 1/2 1.5E 1 28 28 J WHERE PLATE NAILING AT ------- ------ ------f -16------ ------ --- -_----T _ JB 1 BLKG RFPI-20 1 3/4 9 1/2 20 3 60 SHEARWALL ABOVE i it K Accessories ONE ROW, -JO cH ci T PROVIDE ADD'L BLOCKING .. H 1 THO1 T 950-or-ITT9.5 4 1 2'-0" 14'-O" I OR WIDER RIM MATERIAL - '!67 v J6 AS REQ'D. 14'_0" 12'-0" _,,,..= _5J6 - ..._. _._ - 52 j 45 - • J: R1 J51 1 R1 - J1 • _ J1 J01 J61 : ,.I - ' J1 . - .1-1 R1 21 /MPORTANT./ J 1 .. J1 REFERENCE INSTALLATION v\ — 4GUIDE FOR ALL FRAMING START START I DETAILS AND I-JOIST INFORMATION PORCH " FRAMING FRAMING _ PORCH LEGEND: HERE HERE I HHANGERGALLOUT LJ , PacifIi3J.umber ® -SUPPORTING POST - & TRUSS COMPANY. ® -POST LOAD ABOVE R -RIMBOARD ❑ CONFORMS TO DESIGN CONCEPT LB -LVL BLOCKING CONFORMS TO DESIGN CONCEPT WITH 5930 JEAN ROAD LAKE 05WEGO,OREGON 91035 (503)858-9663 JB -JOIST BLOCKING ®CONFORMS roDESIGN CONCEPT REVISIONS AS SHOWN PLAN DESCRIPTION/NUMBER: 26 10 B coxsFOPNu o�oExGrNcoxrEPTwRx ❑ NON-CONFORMING-REVISE AND RESUBMIT CUSTOMER: POLYGON J -JOIST CALLOUT THIS SHOP DRAWIN5 Hos BEEN REVIEWED FOR GENERAL CONFORM ICE PLAN DATED: 9/23/1 3 El NON-CGNFORPAING-REVISE a RESUWMR WITH THE DE5115 CONCEPT ONLY AND ODES NOT RELIEVE TIE B -BEAM(FLUSH w/JOIST) FA&PICATOPI VENDOR OF RESPONSIBILITY FOR CDNFORINNIE WITH THE MAIN FLOOR.101ST LAYOUT DESIGN DRAWINGS Arra SPECIFICATIONS ALL OF WHICH NAVE PRIORITY ENO'DESIGNER: KAM/BELPI(000 DATE: 1 1/1 2/1 3 HDR -HEADER(BEAM BELOW JOIST) �= OVER Txls sroP ORArrING. CONTRACTOR sPUL VERIFY ALL OSIENstsxs. _ BBO-BEAM BY OTHERS A"""""u' .. 'raid SCALE: 1/4"- 1'-O" -• a�� I srz1TS CT ENGINEERING R.Eaton Cate:September Is,2911 MILBRANDi ARCHITECTS INC PL 1 3-253 (MAIN) SHEET: 1 of 1 n CONFORMS TO DESIGN CONCEPT POLYGON ® CONFORMS TO DESIGN CONCEPT WITH 14" OPEN WEB JOIST @ 19.2" O.C. 2610 BC REVISIONS AS SHOWN DCONFORMS TO DESIGN CONCEPT PLI3-290 UP H ❑ NON-CONFORMING - REVISE AND RESUBMIT I ❑ CONFORMS TO DESIGN CONCEPT WITH 12/2/2013 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE REVISIONS NOTED WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE Products FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE ❑ NON-CONFORMING-REVISE&RESUBMIT DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIOR 1Y THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE PIotID Length Product Plies Net Qty OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. WITH DESIGNNDOR OF RESPONSIBILITY DORRDOES NOT REUEVE THE CONFORMANCE WITH DESIGN RM1 36-00-00 1" x 14" APA Rim Board 1 1 By: Todd R. Eaton Date: September 19, 2014 DRAWINGS, SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE RM1 17-00-00 1" x 14" APA Rim Board 1 1 CT ENGINEERING INC PRIORITY OVER THIS SHOP DRAWING. By Alexia Fukui Date 9/22/14 RM1 13-00-00 1" x 14" APA Rim Board 1 1 MILBRANDT ARCHITECTS RM1 3-00-00 1" x14" APA Rim Board 1 1 RM1 2-00-00 1" x 14" APA Rim Board 1 1 BM19 15-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 BM9 10-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 2 BM7 9-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 BM18 8-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 BM10 BM3 7-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 1-07-03 B l - 7 BK1 6-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 ° . 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C 161'-31/2' m ill Milliii 1a-0. y V) h -1 VI CONFORMS TO DESIGN CONCEPT X❑ CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH lo 110' SET BACK ❑ CONFORMS TO DESIGN CONCEPT WITH n REVISIONS AS SHOWN °o VERIFY REVISIONS NOTED a [] NON-CONFORMING—REVISE&RESUBMIT ❑ NON-CONFORMING - REVISE AND RESUBMIT 3 n THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE I-1 EEll o WI1H DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 2 FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN c DRAWINGS, SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE il PRIORITY OVER THIS SHOP DRAWING. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY y By Alexia Fukui Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. N M I L B R A N D T ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC