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ME INN S T-D) � � _ n 23S 16562 Lt,„. MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �<<- U PROFE- co 619IN 4t` 89782PE 9{' ,,i OREGON 1,,QG'9RY1� August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Tuss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 VAVLj56CBygBiS 1 1-0-0 I FEDI 1 1-2.0 1 10-7-6 1 Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e V o eoo e_/_\,. N N a e > a e e e - e L 2 4A. 23 22 21 20 19 18 17 �1•- 3x5= 3x5= 1.5x3 11 3x5= 3x5= 3x5= 1 7-0-14 17-7-14 18-2-14 I 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [8'0-1-8.Edgej.[19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Ina NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0 -4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1671/0,3-4=-1671/0,4-5=2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=2423/0, 10-11=1991/0,11-12=1991/0,12-13=-1193/0,13-14=1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=904/0,14-17=0/766, 12-17=-62010,12-18=0/498,10-18=384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Rs..0 PROPE 6 LOAD CASE(S) Standard(baja ' G[N� j ' ate 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �� Uniform VLoads(-2 $ �$ PE Vert:16-24=-8,1-15=80 C Concentrated Loads(Ib) Vert:2=-674(F) < =674(F) /'�. �Ir. was out -V OREGON rte" 9, kPAULCkV4 EXPIRES: 12/31/2016 August 7,2015 0..... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown r�� is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliity of the � pi�` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control storage,delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria,DSS-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 cenrc Heighfs CA 555615 Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 I I 0-10-8 1 1 2-6-0 I Scale:1/2"=1' 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 11 1 2 34x4= 4 5 6 7 8 • • \_ _ o _ b J N ": a o\o �e� e 1: 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 11 4x6= 3x6= 3x4= I 1-1-12 11 8-12 12-3-12 1 13-8-4 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)— [2'0-1-8 Edge].[3'0-1-8 Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Ina YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:62 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) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-0=1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c,ik‹Q,tD PRoFt. tjtr ti0[ � �Sr02g 8782PE C v to 111 -9,, OREGON o'er 9gk pAUL 0 EXPIRES: 12/31/2016 August 7,2015 a 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.Thu design is based only upon parameters shown,and is for an individual building component. Applicabitty 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 `S�T� * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'SJ[ 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quarry Criteria,058-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 eon's Heights,C4 95e1n Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZVVyUc51 WHGifEXZdwpLm?ZVgaoo1aDG3ygBiQ 2-6-0 1 moi I 1-2-0 I I 0-8-14 i Scale=1:22.8 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 • • e -• • • _ e /_ N o a a e - 41110 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 II 3x6 = 3x4= I 5-10-2 16-5-2 17-0-2 I 13-1-8 I 5-10-7 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [4:0-1-8.Edge] [5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Inc: YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 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) 14=572/Mechanical,9=572/0-4-4 , FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-1740/0,4-5=1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Ac? O PR(?Ft;ss 89782PE <` miff OREGON ' �`-v. � Q 9 �4iiY1,3 `Z4e �A AAUL Colo EXPIRES: 12/31/2016 August 7,2015 4 e ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the g]1jTe�* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �Y[ I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cne,s t-iaightn CA 96610 Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKotyJvgB-U_WJOxZBjokyffsSGMIm6rT v91TEGty1hJmpVygBiP I 2-6-0 I I 1-8-6 11 1-2-0 1 I 0-8-14 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 53x4= 6 7 8 e \ N o- e o a 1. 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 I I 3x6= 3x4= I 7-0-14 17-7-1418-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— f4:0-1-8.Edge].[5:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Inc: YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 65 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) 14=626/0-2-8,9=626/0-44 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,3-4=-2010/0,4-5=2110/0,5-6=1999/0,6-7=1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,413=317/104,7-9=1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. k 4E0 PR oF�SS ' y9782PE �'r' ,�OREGON '& 1:90 4RY 4t5 _,4sc- EXPIRES: 12/31/2016 August 7,2015 i $ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Milli 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 budding designer.For general guidance regarding fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TP11 QuaNly Crtieda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Clinic Hrightc,CA ASR1 n Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZBjokyff5SGMIm6rT 19JyEJXy1hJmpVygBiP I 2-0-10 I I 1-2-0 1 1 °-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 e 0 N -: e 1 10e 9 e 8 = '' \ 1.5x3 II 1.5x3 II 3x6 3x4= 3x4= I 2-3-10 1 2-10-10 13-5-10 I 9-7-0 I 2,3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— (2'0-1-8.Edge] 13'0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 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) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 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. 90 PROpt cc 89782PE t' Ir.. 7 •REGUN d,,, kPAUL c\ EXPIRES: 12/31/2016 August 7,2015 f I ih WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M0-7473 rev.02BEFORE USE. e11612015 ». 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 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 �1Te'f- erector.Additional permanent bracing of the overall structure is the responsibility of the building R ding designer.For general guidance regarding fabrication,quality control storage,deivery,erection and bracing,consult ANSI/IPl1 QuaBly Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safely Informaton available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 r.ilnrc Heights,CA 95R1 n Job Truss Truss Type Qty Ply 1 POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 0713:53:57 2015 Page 1 ID.DFkz9p3tCrPAGZnVberKotyJvgB-yA4hbHamU5spGpReg3G?e203vZyjzhM5FL3JLyygBio 1 2-6-0 I 2-1-12 11 1-2-0 11 0.9-8 1 2-3-0 I 1 1-2-0 11 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 II 355= 1.553 I I 1.553 II 3x4= 1.5x3 II 3x4 = 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 g 10 ° e o el / / o N e e e 1/I e e 1 16 15 14 13 12 11 354= 354= 3x4= 3x6= 1.553 II 355 = 3x4 = 12-10-12 I 4-10-12 15-5-12 I6-0-12 1 11-8-12 12-3-121 I 15-11-12 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— 17'0-1-8.Edge].[12:0-1-8.Edgej.[15:0-1-8.Edge].[16.0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:72 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) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=2351/0,4-5=2351/0,5-6=-2679/0,6-7=2679/0,7-8=1863/0,8-9=1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=281/0,5-15=_490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Q PR Ore '• ANG 1NE s°0 .89782PE '" am Y OREGON ©°,4- 1/6)„.. pAUL pk4RY A$ v EXPIRES: 12/31/2016 August 7,2015 4 I mll _ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. 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 -�@�C= 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,consul ANSI/7PNI Quality Criteria,051-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Sale 109 ritn,c bieights Cl.95n10 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guzOgOnnEBGYKrz?RiD8EU?ottOygBiN 1-9-14 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:17.6 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 • • e 0 N e e ° 11 10 9 8 1.5x3 II 1.5x3 ll 3x6= 3x4= 3x4 = I 2-0-14 12-7-14 13-2-14 I 9.4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [2'0-1-8.Edgej.13:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:43 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) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. "\C.t'c0 PRQp S v~, �NG[�� r02� 89782PE t- r lial x- e REOON o 49-t ULR�a EXPIRES: 12/31/2016 August 7,2015 44 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 6111-7473II-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This _design is based only upon parameters shown,and is for an individual building component. ! 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 A p-�Q�^ 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,consut ANSI/IP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 ran,n Hoightc nA 95ata Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 0 Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZB50zc10j6XW7b1xUJTkT5MGNFRRbbOjfYQPgygBiM 1 2-6-0 I 2-1-12 I I 1-2-0 11 0-9-6 1 2-3-0 I I 2-3-0 1 1 1-2-0 1 10-8-8 1 Scale=1:26.5 1.5x3 II 305= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x4= 1.5x3 II 1 2 3 4 5 6 7 6 9 10 _'11 _ e e _\ s / - \ e 0 e e e e . 1 16 15 14 13 12 " 354= 3x4= 3x4= 3x6= 1.5x3 II 4x4= 354 = 12-10-12 1 4-10-12 is-5-12 16-0-12 1 11-8-12 12-3-121 I 16-4-4 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.Y)— [7.0-1-8.Edge],[12:0-1-8 Edge] [15:0-1-8 Edge].[16.0-1-8.Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES W13 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 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) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=-2435/0,4-5=-2435/0,5-6=-2821/0,6-7=-2821/0,7-8=-2063/0,8-9=-2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=-559/0,2-17=1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=-1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �ycO PRo�csGIN cr 89782PE 441 <- 91 •REGON p' 9pAULR ¢ EXPIRES: 12/31/2016 August 7,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev-02/16/2015 BEFORE USE . �� Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for on individual building component. ApplicabBty 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 ■;'�� _ erector-Additional permMff! anent 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/TPI1 Qua6ly Criteria,DSI-89 and RCS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Criers Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZn VberKOtyJvg B-MIIgEJcfn0EO7 HADVCgiGheXZnbxA2zXyJ Hy HygBi L I 2-6-0 1 2-1-12 I I 1-2-0 110.9-8 I 2-3-0 1 1 2-3-0 I I 1-2-0 I X21 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e - D4-444 ,:, .1/1.1111.- L' 11 L a N ee e-43 e e `Jd(y 1 . 16 15 14 13 12 w 3x4= 3x4= 3x4= 3x6= 1.5x3 II 4x4 = 3x4 = 12-10.12 I 4-10-12 15-5-12 F-0.12 1 11-8-12 12-3-121 I 16-2-8 I 4-10-12 0-7-0 0-7-0 5-8-0 5-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— [7:0-1-8 Edge].[12:0-1-8.Edge].[15.0-1-8.Edge]j16'0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/1'P12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-0-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2402/0,3-0=2402/0,4-5=-2402/0,5-6=2764/0,6-7=2764/0,7-8=1993/0,8-9=1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 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. ,qi,t{} P R DFt �NGI��F? S�09 4 8*782PE vto OREGON "- 9�k PAUL F��4RY .A ��Q+ EXPIRES; 12/31/2016 August 7,2015 4 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ' 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 !R-T�IR'' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYI E fabrication,quality control storage,delivery,erection and bracing,consult ANSI/T711 Quaily Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 Cfn,c Heights r.A 95610 Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y i 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury MilI. Dimensions are in ft-in-sixteenths. 1116‘ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16IA wide truss spacing,individual lateral braces themselves M7Elli may require bracing,or alternative Tor I o p bracing should be considered. O_ O .. 3. Never exceed the design loading shown and never Ostack materials on inadequately braced trusses. A1O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�a csa s-. designer,erection supervisor,property owner and plates 0 'Ag' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING �. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® [ 17.Install and load verticallyunless indicated otherwise.number where bearings occur. Min size shown is for crushing only. 11114fl 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice foHandling, I\1I I e k ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 INN NIS lot MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-B NH KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1589666 thru K1589681 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. (A)0 PROpes tilN 49 (:) 89200PE fir' OREGON lU 9y14, 2.0 0"- December 10,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x9 KDDF 01bBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF M1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD= 92.0 PIE load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 14-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 8-03-04 8-03-04 T12 'r 12 6.00 IIM-4x4 d 6.00 i m M oO 1 I 0 4 3 r1 - x �yV�•y ty M-3x4 M r 90�,Q P fietJ y 1-00 y 16-06-08 y 1-00 yam(..., �,G,IIV,: , 3 ��C) :9200PE c-- .- JOB "JOB NAME: POLYGON NW PLAN 7—B NH — Al '��" Crcale: 0.4000 1 1�c/1 y� "� WARNINGS: GENERAL NOTES, unbss otherwise noted: �I 4,..OREGON /�,�'.. 1.Builder end eredron contractor should be advised of all General Notes 1.This design N based anty upon the perimeters town end h for an individual 4/• aq,I t��, �� Truss: Al and Warnings before construction commences. building component.Apptcebllty of design parameters and proper :) - 7 14 s 2.204 compression web bracing must be installed when Moven s. incorporation of component is the responebSty of the building designer. /� 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom bireme to be laterally braced el r.V' 'ii s-S't- le the reepnnsibAlty of the erector.Additional permanent bracing of c ntinuouusasheathingrosuch es eplywood sheathing(TCly unless braced )and/or drywahout their length 9C). aw. (-t V DATE: 12/10/2015 the overall structure le the reeponsibBty of the building designer. 3.2i lmped bridging or lateral bradng required where shown s• 4.No load shoukt be applied to any component until after all bradng end 4.Inetalation dims Is the responeibilty of the respective contractor. SEQ.: K 15 8 9 6 6 6 fasteners are compete and at no time should any loads greater than H.Design aewme.In,.ee.are to be used Ina noncorrosive environment. EXPIRES:12/31/2015 design bade be applied to any component. and are for"dry condition.of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design asthma MI bearing at all supporta shown.Shim or wedge If December 10,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainege Is provided. 8.This design la furnished wbJed to the limitation.set forth by 8.Plates shall be located on both faces of truss,and plead so their center TPRWTCA In SCSI,copies of 519th will be furnished upon request. Anes colndde with Joint center line.. 9.Digits Indicate else of plate In inches. MITek USA,Ino./CompuTrns Software 7.6.7(1L)-E to.Forbesic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2- 8=(-378) 1540 3- 8=(-326) 309 BC: 204 KDDF #168TR SPACED 24.0" O.C. 2- 3=(-1751) 477 8- 6=(-431) 1540 8- 4=(-121) 934 WEBS: 2x9 KDDF STAND 3- 4=(-1351) 268 8- 5=(-326) 306 LOADING 4- 5=(-1351) 256 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751) 502 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 809V -82/ 82H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -125/ 809V 0/ OH 5.50^ 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.141" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = 0.002" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 8-03-04 8-03-04 MAX HORIZ. LL DEFL = 0.059" @ 16'- 1.0" 1' 1 1' MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 4 T T T 4 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 a e M-5x8 M-3x4 M-3x4 m m o Fr w 1 7 O - 6 I I o p d 3.00 3.00 12 12 y1-00 8-03-04 y 8-03-04 yj 1-00 cc" PA Ores 16-06-08 �~�' 1.4 IN c/0 89200PE �1 JOB NAME : POLYGON NW PLAN 7-B NH - A2 ,/�/���- Scale: 0.3183 ',AVM �' �,.✓`. /y., �" • WARNINGS: GENERAL NOTES, unless otherwee noted OREGON `'�.{� Truss: A2 1.adder and erection contractor should be advised of al General Notes 1.This design is based only upon to parameters alrovm and is for an Individual i� /,V and Warnings before conetmdien commences. building component.Applicability of design parameters and proper !' 'Nit 1` 2.2e4 compression web bracing must a Instated when.awn+, mcerporatbn of'component Is the responsibility of the building destpner. >\ 4 3.AddBend temporary bracing to Insure stability during construction 2.Design eswmss the lop and bottom drone to a eteragy bread et �. j,,,s Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end et ea du such as ply oodwres braced(TC)a throughout Meir length).by - /�,a a; 1i1R'O' DATE: 12/10/2015 the ovendstructure isthe responsiblityofthe buldingdesigner. celrnpst sheathingsuchrequired where Y�./w+.: 3.In Impact bridging or lateral bracing ry of the where sawn SEQ.: K1589667 4.Nomads aremaappnan anycomponentanyloadsgafter el eradrg 4.Design of truss n.-ecwa amalgam fasteners are complete and at no time should any was.greater than 5.Deelgn assumes trusses are to be used m e noncarnair..nrkanm.rat TRANS I D. LINK design bads be applied to any component. and.n wr ly condition"of use. 5.ComWTns has no control over and assumes no reepondbllity for the B.Design assumes lel bearing et all supports sawn.Shim bar wedge if EXPIRES:12/31/2015 2/31/201 5 fabrication,handling.shipment and Inetsaan of components. 7.Desig assumes adequate drainage is provided. December 10,2015 �/ u 8.This design is furnished subject to the limitations set forth by 8.Plates shall be heated on both faces Ornate,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.DOI%indicate stye Wee USA,inn./CompuTrus Software 7.6.7(11}E 10.For basic pee sic connector Inches. Weepis d design values see ESR-7971,ESR-t988(MgTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-251) 92 10- 3=( -12) 169 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -69) 347 10-11=(-255) 90 3-11=( -470) 164 WEBS: 2x4 KDDF STAND 3- 4=(-146) 779 11-12=(-682) 251 4-11=(-1145) 248 LOADING 4- 5=( -74) 220 12-13=( -48) 472 4-12=( -95) 806 I TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=( -85) 246 13- 8=(-241) 848 5-12=( -361) 143 BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7a(-566) 90 12- 6=( -765) 194 TOTAL LOAD = 42.0 PSF 7- 8=(-9B0) 274 6-13=( 0) 450 ' OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=( -346) 219 LL = 25 PSF Ground Snow (Pg) M-1.589 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -109/ 613V 0/ OH 5.50" 0.98 KDDF ( 625) REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.036^ @ 21'- 8.1" Allowed = 0.781" 13-00 13-00 MAX TL CREEP DEFL = -0.065" @ 17'- 8.8" Allowed= 1.042" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed= 0.133" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 f 1' 1' T f ' 'f MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" IIM-4x4 12 M-1.5x4 4.0" 6.00 17' M-3365 I-?M-3x5 Design conforms to main windforce-resisting M-3X5 7 M-1.5X4 12 system and components and cladding criteria. C3- M-3x4 M-3X5 Q 6.00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4�. M-3X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f load duration factor=1.6, �; End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. M-1.5x3 10,414 NA M-2.5x4 or equal at non-structural diagonal inlets. 13 Truss designed for 9x2 outloo ice rs. 2x9 let-ins ...ggigAillihhhh.... _�, M-5x6 M-3x4 of the same size and grade as structural top oo 2 12 -(p chord. Insure tight fit at each end of let-in. 1 r� M-3x8 -+d' Outlookers permissiblemattbe inletuboardhcare areas and are � 1 1 �B o P only. of M-1. x3 1'I-5x10 of M-3x4 0 3.00 3.00 C=... 12 12 1 y l 1 l 9-11 3-01 4-08-12 8-03-04 ,‹ I 61 ) 1 l ) y \C �GIIVE"T l0 1-00 9-11 7-09-12 8-03-04 1-00 <Ctr1' 1, iv_ 1-00 26-00 1-oo 89200PE /�" JOB NAME: POLYGON NW PLAN 7-B NH - B1 1V""` � . ww Scale: 0.2048 w.�yr ,{ OREGON ��/�`r WARNINGS: GENERAL NOTES, uniess oBerwdse noted. rjr_ t}t: 1."`e 1.Builder and erection oontrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and b for an individual �O _ 1.. s �� ����s Truss: B1 and Warnings before condrnc ion commences. building component.ApplicoWty of design parameters end proper 7 2.2.4 compression web brewing must be Installed where shown•. incorporation of component la the responsibility of the bullring destgner. • 3.Additional temporery hewing to Insure stability during oonetructbn 2.Design and .110 the top and bottom chords to be laterally braced et 4,L:R R �{ b the responsibility of me erector.Additional permanent bracing of continuous esheamingrsuch as plywood sM.Ming(TCespectively unless brawd )throughout drywalengthC CC 1+ DATE: 12/10/2015 the everal structure Is the responsibility of the bolding designer. 3.2a loped bridging or latent brining required where shown•• SEQ.: K 15 8 9 6 6 8 4.No bad should be applied to any component until after al bredng end 4.Installation of truss I.the reepon.ib4ty of the respective contractor. fasteners are complete end et no time should any bads greater than 5.Design assumes lruwes are to be used In a non-corrosive environment, EXPIRES: ^/ �/�^ u TRANS ID: LINK design beds be applied to any component. and are fof^ary condition"of u... 2 5.ConpaTrus hen no control over end assumes no responeibllity forme 8.De Mugn�assumes NA beerinp at ell supports shown.Shim of wedge if December 10,2015 fabrt000n.handing,shipment end Installation of components. 7.Design assumes adequate drainage I.provided. 8.This design le furnished subplot to the limlatbne set forth by 8.Plates shell be billed on both hos of truss,end placed eo their center TPI/WTCA In SCSI,copies of which will be furnished upon request. Anes urndde with Joint center lines. 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.7(1LhE to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-247) 1594 10- 3=( 0) 228 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1886) 361 10-11=(-249) 1591 3-11=( -378) 107 WEBS: 2x9 KDDF STAND 3- 4=(-1479) 359 11-12=(-171) 1308 4-11=( -85) 76 LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 4-12=( -183) 151 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- 8=(-616) 2784 5-12=( -207) 953 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-2946) 590 12- 6=(-1726) 395 TOTAL LOAD = 42.0 PSF 7- 8=(-3145) 715 6-13=( -191) 1428 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=( -104) 165 LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -134/ 1348 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.259" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 13-00 13-00 ,r I ,r MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 5-02-12 4-08-04 / 3-01 4-07 / 9-00-05 4-04-11 / MAX HOAI Z. TL DEFL = 0.162" @ 25'- 6.5" 1' � I I I ' I 12 12 6.00 M-4x6 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 9.0" 5 ,f-a( Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X9 load duration factor=1.6, 4 End vertical(s) are exposed to wind, M-3x6 Truss designed for wind loads in the plane of the truss only. M-3x4 3 M-1.5x3 ass " 13 ,� M-5x6 =M-4x4 mn 0 2 0 a' � 1 B � M-3x10 4, 9 --,Y(I 0 10 11 0 IM-3x4 M-1.5x3 M-5x10 0l 0 ...:=3.00 3.00 12 12 l l 1 y J' 1 5-01 4-10 3-01 4-08-12 8-03-090 ry nF 1-009-11 y 7-09-12 y 8-03-04 1-00 ����� 2 ��yIN GE•E. /� 26-00 -44 t GTV 89200PE r JOB NAME : POLYGON NW PLAN 7-B NH - B2 / ,,�/ Scale: 0.2048 11110 . . ilLSIANS WARNINGS: GENERAL NOTES, unless otheretse noted 10. Cr 1.Budder and erection contractor should be advleed of al General Notes I.This design is based only upon the parameters shown and Is for en Individual "TJ OREGON .4 n Truss: B2 and Warnings before construction commences buldmgcomponent.Applicability of design parameters and proper � �, A. 2.2a4 compression web bracing must be Metalled where shown.. Mcoryorelbn of component Is the responsibility of the hnUdng deAgner, b e \ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to los laterally braced at ,�y is the responsibility of re erector.Additional permanent bracing of T o.c.end at IC c.c.respe°Nply mien braced throughout their length by 44:6-ii t,, +� DATE: 12/10/2015 the overall structure is them responsibility of building d. Dr Impact or eaerlbadngrh as e requisheatred war.shown drywagec>. '4':"/, `L�11I�4, apo^ ty. to signer. 3.In Impel of or th lateral bredng y of where.hewn.. r'i 1 SEQ.: K 15 8 9 6 6 9 4.Na bad should be applied to any component anti ager al bracing and 4.Installation of boa.Is the ere to of the respedosi contractor.won fasteners are complete end at no time should any mads greeter than 5.0.595 assumes trusses ere to be used m.non-corrosive environment, TRANS ID: LINK design loads be applied m any component. end are for dry condition.of use. �/ p [ 5.CompuTms has no control over and assume.no responsibility for the 6.Design aaeonZ MI bearing et ell supporta shown.Shim or wedge If EXPIRES 12/31/2015 fabrication.handling,shipment end mstelletbn of components. 7.Design eeumes adequate drainage is provided. December 10,2015 e.This design le furnished subject to the limitations set forth by 8.Plates Mag be located on both faces of tniss,end placed so their center TPINrICA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center Mine. B.MITek USA,Inc./Com Trus Software 7.6.71L Eto.Digits indicate sin ofputtse ignuat W ( F Fo1sindcate sWrppatdIn Inohes.s see ESR-1311,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-270) 1528 3- 8=(-383) 258 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9=(-124) 1001 8- 4=(-128) 638 WEBS: 2x4 ROOF STAND 3- 9=(-1590) 399 9- 6=(-298) 1528 4- 9=(-128) 638 LOADING 4- 5=(-1590) 399 9- 5=(-383) 258 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 139H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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 = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" 13-00 13-00 T T T 6-09-04 6-02-12 6-02-12 6-09-04 Design conforms to main windforce-resisting T f f f f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-30, 6.00 17 .",::1 d 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 4-v( Truss vertical(s) are exposed to wind, Truss designed for wind loads u in the plane of the truss only. M-1.5x3 M-1.5x3 3 x. r.1 M O (O 8 9 • O IM-3x4 M-3x4 M-3x4 M-3x4 0l M-3x5(S) ) ) ,1 l ) 8-101-03 00 y 8-03-11 16-00 8-10-03 ) ,`C '''���tIN. '�c�`",s1 �p PFt0fi c. 1-00 26-00 1-00 14 8 9200PE �9v,,, JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2048 ' ioe .--- WARNINGS: /y., INA Bulkier GENERAL NOTES, unless otherwise e. '? -A OREGON� r / 1.Bultler aid erection contractor should a eddied of al General Notes I.1nle design Is based only upon the parameters shown and I.tor an individual A* incorporation Truss: B3 and Warnings before conlruction commences. balding component.Applicability of design parameter.and proper 14. 2.204 compression web bracing maid be Installed where shown.. Incerporelb0 of component h 1M responsibility of the building designer. /a 41 k. 14 e 2- 4. 3.Additional temporary bracing to insure stability during construction 2 Design assumes 1M by and bottom Morrie to a latently braced al h ms responsibility of the erector.Additional permanent bnsdng of 2'o.c.and el t0 o.c.aunh a.sly unless braced throughout their length by �,,,/ continuous sheathing such of plywood sMathmg(TC)end/or drywaR(BC). "0/,w„l l 11.-‘- DATE: 12/10/2015 the Quasi drudure la the responsibility of the building designer. 3.2a Impact bridging or Weill bradng required where shown♦♦ 11 SEQ.: K1589670 4.No load should be applied to any component until after all bracing and 4.Installation YRnassumesof truss is to espewbllty i.errespective eswrdtivve•tractor. . fasteners are complete and at no time should any bads greater than and grafor"dry susses are use. TRANS I D: LINK design baa be applied to any component. 8.Deeign assumes full bearing at eft supports shown.Shim or wedge If 5.CompoTrue has no Control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2015 / . febrlation.handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 1 0,201 5 N.This design is furnished subject to the limitations eat forth by 8.Plates shaft b be bated on both faces of truss,and pieced so their center TPINOTCA In SCSI.copies of which vdR be furnished upon request. Ines alndde with joint center tines. 9.Digits indiute sloe MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For baeic connectorplate Inches p de sign values see EBR-1311,E8R-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2- 8=(-257) 1288 8- 3=( 0) 227 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-1539) 383 8- 9=(-259) 1285 3- 9=(-448) 138 BC: 2x4 HOOF #1&BTR 3- 9=(-1080) 364 9-10=(-293) 1265 9- 4=( -99) 564 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10- 7=(-293) 1268 9- 6=(-437) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1063) 337 7-11=( 0) 9 6-10=7 0) 153 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1995) 390 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PIF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0^ -189/ 1056V -97/ 102H 5.50" 1.69 NODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 KDDF ( 625) 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. vertical members (oon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" Unbalanced live loads have been MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed = 0.133" considered for this design. MAX LL DEFL=-0.041" @ 11'- 0.0" Allowed= 1.059" MAX TL CREEP DEFL= -0.084" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.133" MAX HORIZ. LL DEFL= 0.020^ @ 25'- 8.8^ MAX HORIZ. TL DEFL = 0.033" @ 25'- 8.8" Design conforms to main windforce-resisting 13-00 14-00 system and components and cladding criteria. 5-11 5-01 2-00 3-01 10-11 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 -M-4x4+ load duration factor=1.6, 12 12 End verticals) are exposed to wind, M-4x6 $ 6.00 Q 6.00 Truss designed for wind loads 4 in the plane of the truss only. io4o M-3x4 M-2.5x9 or equal at non-structural diagonal inlets. M-3x4 P 3 2 ry c, M- x4+ 1 q:1111111111111111r , 2 ` 8 90.25" 10 lla o M-3x4 M-1.5x3 M-1.5x3 I M-5x8(S) M-3x4 4,`0n PRpfit l y y y y � GIN cS' c3r' 5-09-04 5-02-12 5-02-12 9-09-04 e\ - t �f5 Q l l 1-00 26-00 y 89200PE fir" • JOB NAME: POLYGON NW PLAN 7-B NH - B4 ....0 ..oeiee . . Scale: 0.2298 nM CC WARNINGS: GENERAL NOTES, unless olherwlee noted "Eu OREGON",,I>' /(4. 1.Builder and erection conlndor should be advised dal General Notes 1.This design h based only upon the parameter.shown and Is for an Individual �" ,tt �A _]_"� Truss: B 4 and Warnings before constmclbn commences. building component.Applicability of design parameters and proper 'r0 '1 VV *'t" 2.2x4 compression web bracing must be installed where shown.. incorporation of component Is the responsibility of the bonding designer. "" "4s 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chards to be teteraty braved et 'jaw ILA- is � Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end el 10 o.c.respectively unless braced throughout their length by C: DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.20 Impactbridgingorsheathing lateral requiresd IMeere siwn,.. en(Bc). 4.No loadresponsibility should be applied to any component until after all bracing and 4.Installation of truss Is the of the respectNe contractor. SEQ.: K1589671 fasteners are cometeandalnotimeshould pl any loads greater than 5.Design assumes busses are to be used dna non-mnaslve environment TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. EXPIRES:12/31/2015 5.CompuTms hes no control over and assume=no responstblsy for the E Design assumes full bearing al an supports Mown.Shim or sedge If � ary. December 10,2015 fabrication,hendllrp,antpment and matalkllon of components. 7.Design assumes adequate drainage b provided. 8.TN.design is Iurnhhed subject to the limitation set forth by 8.Piste.shall be located on both feces of truss,and placed ea their center TPINYtCA in SCSI,copies of Mitch will be furnlehed upon request. Anes colndde with joint renter line. MRek USA,Inc./Com Trus Software 7.6.7 1 L E 9.Digits Indicate size of plate In Inches. W ( )- 10.For basic connector plate design values see ESR-1311.ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss–BC LUMBER SPECIFICATIONS TRUSS SPAN 22'– 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce–resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL(•25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 POE load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T 1212 IIM-4x4 6.00 Q 6.00 3 lllI1IIIuIIIIIII 2 ' 4 0 o M-3x5(5) M-3x4 M-3x4 1 l 10-00 12-00 1) "AQPP� y 1-00 l 22-00 �� , GI a 1 ij4.9 0 17. cr 89200PE c' JOB NAME : POLYGON NW PLAN 7—B NH — Cl Scale: 0.3558 —._+ j .: __ WARNINGS: O.This design unlessotherwise par noted CC /) OREGON ` I.Balder and erection contractor Mould be advised of al General doles 1.The design h baud only upon the parameters Mown end is for an individual Y f1 l^ Truss: Cl and Warnings before consimctsn commences. building component.Applicability of design parameters and proper ,�y x.2a4 compression web bracing must be Installed where show.. As Incorporation of component Is the responsibility of the bulking designer. /�fy '7)' 14, 2. 4 3.Additional emporsry bracing b insure stability during co^siructbn 2.Design assumes the tap and bottom Voids to M laterally braced et V R,,. by V is the responsibility of the erector.Malone!permanent bracing of T nttn end at ealir cine respectively as ply cod s bread i(TC)en/Mal all(Bngth). Wo^ compacts sheathing step•s adng re need where sant/or drywaA(BC). +�"R'l"l.'0- DATE: 12/10/2015 the avers)structure a the rosponsibgy of the building designer. 3.2x Impact bridging or lateral brodnp required where Morn<< fl SEQ.: K1589672 4.No mad should he applied to any component ural after Si bracing and 4.o.tal^i nnoofttaa1s is t isum:responsibility esowmu»ethe raapmctrov n.mrac nm.nt. fasteners are compete and at no time should any loads greater than 9 TRANS I D: LINK design bade be applied to any component. and ago for condition"9".supports hedge 5.CompuTrus has no control over and assumes no reepondblly for the B.Design mes MI beano t l au rte Mown.Shim or we If EXPIRES: 1 2/31/201 5 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. December 10,2015 t`!J i G J 8.This design is furnished subject to the limitations set forth by 6.Plates shall be located on bop facas of Muss,and placed ss their center TPWyroA Sr SCSI,copies of which all M furnished upon request. Anes coincide with joint canter lines. 9.Digits indicate size of pate in Inches. MEek USA,Inc./ConlpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=1-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #la,BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=1-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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 = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting 1 1 T 1' 1' system and components and cladding criteria. 12 12 6.00 p M-4x6 Q 6.00 Wind: 140 mph, h=15ft, TCDLCet.L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 ,f-,( End vertical(s) are exposed to wind, A Truss designed for wind loads in the plane of the truss only. M-1"5x3 NI-1.5x3 M M O (O y 1 `Ilr 7 -Y 0 2* 8 9 +` ' 6 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 1 l 1 1 7-06-03 6-11-11 7-06-03 1 10-00 1 12-00 1 '<5 �� Pope6GIN s 1-00 22-00 1-00 if 8 2OOPE t' JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2933 '40.e /y. WARNINGS: GENERAL NOTES, unless otherwise noted , a'4. 1.Bulkier and erection ceMrador shouts be advised of all General Notes 1.This design is based only upon the parameters shown and b bran individual -7, OREGON e., Truss: C2 and Warnings before construction commences building component.Appacebllty of design parameters and proper �. N. 2.DM compression web bredrg must be Installed where Mown+. incorporation of component is IM responsibility of the building designer. /'"o �/ ` 3,Additional temporary bracing to Insure Nabulty during construction2.Design sesames the top and bottom chortle to be laterally braced el 14 Is the rosporrolblly of IM erector.Additional permanent bracing of 7 o.c.and et 10 o.c.respectively unless booed throughout their length by A,, ' continuous sheathing such as plywood sheathing(TC)and/or drywel(SC). •fr-I DATE: 12/10/2015 the overall structure N the responsibility of the building designer. 3.Zr Impact bridging or NNW bradng required where Mown++ R I�".L' SEQ.: K 15 8 9 6 7 3 4.No load Mould be applied to any component untl ager al bradng and 4.Installation of truss is the respensblty of the respedve contractor. fasteners are complete and at no Bice should any beds greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry eondttion'of ane. 5.CaepuTrne Ms no control over and assumes no respenstbillly for the 8.Design assumes full bearing al a1 auppurs Mown.Shim or wedge if .nary. EXPIRES: 12/31/2015 fabrication,handling,shipment and inlellsihn of components. 7.DDesign assumes adequate drainage is provided. December 1 0,201 5 8.This design Is furnished subject to the limitations eat forth by 8.Plates shall be located on both laces Ohms,and placed so their center TPOWTCA in SCSI,copies of which w11 be furnished upon request. lines coincide with)om1 center lines. a.DIO N indicate We of plats In Inches. M Mak USA,Ino./CornpuTrus Software 7.6.7(114-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(Mitek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" IC OND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T 1' 12 12 6.00 p IIM-3x9 Q 6.00 111 ...c%) Z IIII . 4 m C3 M-3x5(S) o M-3x4 M-3x4 1 1 1 1 00 1 1a oo 22-00 1z oo \�..s,S, . O 6 fO tWC? • � �9 4 :9200f E v JOB NAME : POLYGON NW PLAN 7-B NH - C3 j•0:41� Scale: 0.3558 (` /�., - WARNINGS: GENERAL NOTES, unless otherwlae noted /'} VZ 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and I.far an Individual 7 OREGON k''.. Truss: C 3 and Warning.before mnetructbn commences. building component.Applicability of design parameters and proper Ac Incorporation of component la the respond blity of the building designer, 2(� 2.M4 comprepbn web bracing must be Installed where Moven*. 2,Design assumes the top and bottom daMeto be laterally braced at �O W 3.Additional temporary bracing to Insure stability during construction7 a.c.and et 10 a.c.respectively unless braced throughout their length by �,�/ Is the respoaabllty of the ender,Additional permanent bracing of continuous eheatNng such as plywood eheathlag(TC)and/or drywal(BC). 111 .' ]'`�� DATE: 12/10/2015 the overall stnxlure la the responsibility of the building signer. 3.2,,Impact bridging or latewhereM Moral bracing required where own v v 1—T 1 SEQ.: K1589674 4.Na toed.hmdd ba appgad to any tampons/ti,,ntlasoral brat/ag and 4.Installation Abuse Iethe roeponsidltyofthe respective eoMrodor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses en to be used Ina non-corrosive environment, design bade be applied to any component. and are for"dry condmoir of use. TRANS ID: LINK e.Design assumes MIbearingatall supports shown.Shen orwedgeif EXPIRES:1 �.3.1.�2015 5.CompuTrus hes no control over end assumes cosp reonelbilily for the necessary fabrication.handling,shipment and installation of component". 7.Design aawmes adequate drainage Is provided. December 1 0,201 5 6.This design Is furnished subject to the limitations eat forth by S.Plates shall be located on both faces of Inm.end placed so their center TPW.rTCA In SCSI,copies of which aNI be furnished upon request. Ines coincide with joint canter linea. MITek USA,Inc./Com Trus Software 7.6.71L E g.ForbbecoDIgh secceofpalebIndra. W ( 1.For babe connector plate design values see ESR-1311,ESR-1986(MIM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 018BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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 = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting 1' 1' ,f . I system and components and cladding criteria. 12 12 6.00 M-4x6 Q 6 00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 .1--,( End vertical(s) are exposed to wind, Truss designed for wind loads 1V in the plane of the truss only. M-1.5x3 M-1.5x3 to ....111111111111111111141k AillIlIllIlllhk.... m�� of 1 . I,Ir wr 7 �'a' o 0 2 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 1 1 1 1 7-06-03 6-11-11 7-06-03 1 10-00 1 12-00 1 '<%('' ' PRO �S i-00 22-00 i-00 '14/ yGiNE�C6) /�1- `t" 89200PE� �r"' JOB NAME : POLYGON NW PLAN 7-B NH - C4 ,,,,�/ irw Scale: 0.2433 WARNINGS: GENERAL NOTES, udse,otherwise noted: "yr OREGON t„1 .Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters strewn and Is for en hulvlduai y., Truss: C4 and Warnings before construction commences. building component.Applleeb@ty of design parameters and proper V L 2.2r4 compression web bracing must be Installed where shown.. 2.Design assumes the lop and bottom chords to be"Nerdy braced al (.l Incorporation of component is responsibilityresponsibility of the bolding designer. f`h �.r y 1']. t� ..y. 3.Additional temporary bracing to Insure stability dudng construction L la the responsibility of the erecter.Additional permanent bracing of 7 o.c.and et id o.c.respectively unless braced throughout Meir lengm by 4/ DATE: 12/10/2015 the overal structure N the ro ^dbllty of the balding continuous impact gglor such as plywood aired trera Sown•dryweW(BCj. '"! ` ('•� l �. silo designer. 3.2u Impact bridging or lateral bracing required where shown.. fl 1.. SEQ.: K 15 6 9 6 7 5 4.No bad should be applied to any component until ager al bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners aro complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non.cormeNa environment, TRANS ID• LINK design loads be applied teeny eornpeeeet end are for•dry condition.of use. 6.comWTme has no control over and assumes no responsibility for to EXPIRES:12/31/2015 8.De g seumee full bearing et all supports shown.Shim or wedge If fabrication.handling,eMpmeM andlnstalletlon of components. 7.Design ssumes adequate drainage is provided. December 10,2015 S.This design is furnished subject to the limitations set forth by B.Plates she)be located on both faces of truss,and placed an their center TPNMCA In BOSI,copies of which coil be furnished upon request. lines coincide with joint anter line. 9.Digits Indicate size of plate In Inches. MITek USA,Ina./CompuTrus Software 7.6.7(1L}E 10.For bark connector plate design values see E59.1311.ESR-19aa(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KEEP 4(1LBTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-4=(-99) 81 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 1'- 0.0" -29/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 9'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 2'- 4.0" Allowed = 0.159" 3-00 MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, 3 -/ Truss designed for wind loads 2 in the plane of the truss only. PROVIDE SUPIORT ti 01 O y �<A M-3x8 M-1.5x3 l y 3-00 k 4-00 PROFps <cr� � iNFh� per 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - D1 ..� Scale: 0.6153 mil WARNINGS: GENERAL NOTES, unle.s otherwise noted: OREGON �� +y, 7.Bolder and erection contractor Should be advieed of all General Notes 7.This design is based only upon the parameters shown and Is for an Individual yam.. Truss: D1 and Warnings before construction commences balding component.Applicability of design parameters end proper V+ A 2.284 compression web bracing must be installed where shown+. Incorporation of component le the rosponstbptty of the building designer. 2.Design assumes the top end bottom chords to be laterally braced el ��{4 3.Addlbnal temporary bracing to Insure stability during construction e1'x Is the reepunsibllity of the erector.Additional permanent breatg of Tcao c.end H i C hins rcash as ply unless braced(TC)and/or theirdry length).by - ntinueusrgorsuchasacingre required where Mown tlryweA(BC). .. r'](�� DATE: 12/10/2015 the overall structure Is the responsibility of IM balding designer. 3.2s impact bridging or lateral bracing required where shown++ I�l 1 SEQ.: K 15 8 9 6 7 6 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end et no time should any roads greeter than 5.Design assumes true...ere to be used b.non corrosive environment, design bads be applied to any camponent. MI and are ler"dry condition"of use. c / i TRANS ID: LINK 8.Design assumes full bearing stsupports shown.Shim or wedge if EXPIRES: �/20 5.ComWTrus hes no control over and assumes no responsibility for the lie fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. December 10,2015 8.This design b furnished subject to gra limitations set forth by 8.Plates shag be located on both faces of buss,and placed ea their center TPIMTCA b SCSI.copies of whbh wig be furnished upon request. ones coincide with joint center lines. MiTek USA,Inc./CompuTrue Software 7.6.7)1L}E u For baYebcoonnectof plates Inchesvalues pia sign values sea ESR•7371,ESR•1988(MlTelq This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2 x 9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL -0.009" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL=-0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.008" @ 2'- 5.6" Allowed= 0.183" MAX TC PANEL TL DEFL=-0.010" @ 2'- 7.0" Allowed= 0.274" 12 MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" 4.00 MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 2 '/ Design conforms to main windforce-resisting system and components and cladding criteria. lf Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N End vertical(s) are exposed to wind, Truss designed for wind loads t in the plane of the truss only. r 0 I .-1 0 1 F 1 rr1 0 a 9 Y 3X M-3x8 l 1' 3-00 4-00 r�`P• ��GINE, ✓ea 'PROVIDE FULL BEARING;Jts:4,3,2 1 4.1.,;' (} h�y/y I'')E_ ,.+ 417,89200 ` JOB NAME: POLYGON NW PLAN 7-B NH - D2 4d iolefr. Scale: 0.8962 .�+� OREGON )� WARNINGS: GENERAL NOTES, Wen otherwise noted 7 OREGON p, tri Truss: D2 1.Builder and erection conked°,ehauld be advised of all General Notes 1.This design Is based only upon Me parameters shown end Is for an individual �f+'b 1.k �1-. 1 4 h 1 and Warnings before construction commences building component.Applicability of design parameters and proper /' W 2.20 compression web bredng rust be Installed where shown« Incorporation of component Is the responsibility of the building designer. {]� 3.Addl8onel temporary bracing to Insure or bil8y during cousin ono 2.Design assumes me top and bottom chords to be[Morally braced et ` Ie the roep°nsidllly°f the ander.Additional permanent bredng of oan.c.end at 10'o.c.respectively unless braced throughout their langur by "i PI.`��+ DATE: 12/10/2015 the overall structure Is the raeponebtey of the building designer. continuous siroetgor lidera)bracing pcwre uir a where s)own+drywaA(BC). 3.to tmpad bodging le neral ponsiN required.Here shown t+ SEQ.: K1589677 4.N°badWould ctielapplied telebany component ud8loaegmeethand 5.Design ofestrIsthe aretobeue lea respedNecornviron faaign lain bongos and at no time should any bads greater man 5.Design.or"dry trusses are to be used In.rrommrtasiw.environment, EXPIRES: 12/31/2015 TRANS I D LINK design bads be applied to any component. end aro for"dry condition"of use. 5.CeepuTrss has no control over and assumes no responsibility for the 6.Design assumes fug bearing at ail supports shown.Shim or wedge If necessary. December 10,2015 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drebege N provided. 6.This design Is furnished subject to the limitations set forth by e.plates shall be looted on both feces of truss,end placed so their center TPINWTCA In SCSI,copies of which x01 be furnished upon request. Pres seindde with joint center linea. 9.Digits Indicate eke of plate in Inches. Weir USA Inc./CooepuTrus Software 7.6.7(1L)-E 10.For bees connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical s) eexposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. `Gable end truss on continuous bearing wall DON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP .t-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 l7 3 ,,' 0 0 0 rn 2 __... Illlll IIIIIIII ilioir to I � rn _ of ///////////////////////////////////////////////////////////////I 0 4 M-3x4 1 1 l 1-00 8-02 89200PE 'r' JOB NAME : POLYGON NW PLAN 7—B NH — E1 - �j Scale: 0.6366 WARNINGS:Bolder NOTES,and erection contractor strouie be advised deli General testes 1.This design h based only upon Me parometen shown and b for an individual OREGON1� Truss: El and Wernbgs before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be Installed where shown+. incorporation of component Is Ms responsibility of the bolding esalgner. ,© e4}- 14 2.° "\" 3.Addnbnal temporary bracing to Insure stability during construction 2 Uesign assumes the tap area aress braced chords to be!sternly braced at fp f/,a/,//'' y #L.. Is the responsibility OUR erector.Additional permanent bracing of continuous asheathing respectivelyloch as plywood sheething(TC)and or hod drywa BCd length) 4I8�E"3�Y �,,, C DATE: 12/10/2015 the overall structure is the responsibility of the balding designer. 3.2s Impact bridging or lateral bracing required where Mown++ fl �. S EQ.: K 15 8 9 67 8 4.No load should be applied to any component until after all brctng end 4.installation of truss Is the responsibility Mbrume f e ne.��N.Iv. ctor.environment, fasteners an complete and al no time Mould any pads greater than gn assumesin design bads M applied to any component. end are for'dry condition'of use. TRANS I D: LINK N.Compulrus hes no control over and assumes no responsibility for the 8.Design assumes Bili bearing At al supports shown.Shim or wedge If EXPIRES:12/31/2015 Seery, I� fabrication,handling.shipment and installation of components. 7.Design assumes adequate both tan drainage is provided. December f 1 0,2015 8.This design b furnished subject to the limitations eel fodh by 8.Plates shag be located on both faces of Imes,and placed so their center TPINWTCA in BCSI,copies of which all be furnished upon request. Ines coincide with joint canter lines. 9.Digits indicate aha of piste in inches. Wee USA,Ine./CornpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7951(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=1-105) 88 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -68/ 479V -33/ 97H 5.50" 0.77 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) B'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 REEF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.294" @ 4'- 1.7" Allowed = 0.484" MAX TC PANEL TL DEFL = -0.393" @ 4'- 1.7" Allowed = 0.727" 7-10-04 0-03-12 _ _ MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 12 4.00 M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 -/ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t� load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 ,-r 0 0 ul 1 _ENNIMEMEMOMMOMMOIAOMMEMEMOMMMEMEMOMMEMi _, 0 • 2 � 5 M-3x4 M-1.5x3 y l 1 7-10-04 0-03-12 l l l 1-00 8-02 �(�c O PROFess ,mac, ��yGiNE J4 f© :9200Pr JOB NAME : POLYGON NW PLAN 7-B NH - E2 Scale: 0.5366 t '/, WARNINGS: GENERALNOTES,h b, umeuponthe isepar noted: 7, t OREGON t„ kW. i I.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and h for an individual 1-'1 LL 4J'V Truss: E2 and Warnings before construdwn commences. building component.Applicability of design parameters and proper ,1 2.2a4 compression web boring must be installed where shown 0. C. Incorporation of component Is the responsibility of the Wilding designer. '2) .1 y 1 y l2 .. at 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap ant bosom dromatoW laely unless braced terallyut their brocsden y � y la the responsibidy of the erector.Additional permanent bracing of 7 ntinuou c.end a sheathing such as plywood sheathing(TC)and/or drywel BC). 6+. DATE: 12/10/2015 the ovenl structure la the responsibility of the building designer. 3.20 Impact bridging or lateral bracing rewired oboe shown 0 0 ;`' R �„`L SEQ.: K1589679 4.No load should bapplied to any component until after adbracing and 4.InIntalata.�a�.sssIse a�wtafthin a��ctivve•tr,or. fasteners are complete and at no time should any loads greater than Dans gro for"dry trusses aref tousbe TRANS I D: LINK design wade W applied to any component. e.Design assumes hal bearing at el supports shown.Shim or wedge If S CompuTrus has no control over and assumes no responsibiley for me necessary. EXPIRES:12/31/2015 fabrication.handling,shipment and installation ofcomponents. 7.Design assumes adequate drainage Is Resided. December 10,2015 8,This design Is furnished subject to the limitations set forth by B.Plates shat be located on both faces Danns,and placed so their center TPPWTCA in SCSI,copies of which MIA be furnished upon request. lines coincide 04th Joint canter lines. 9.Digits Indicate she of piste in inches. MITek USA,Ino./ConrpuTruS Software 7.6.7(1L)-E IN.For basic connector plate design values we ESR-t311,ESR-19118(MITek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=)-33) 36 3-5=(-161) 127 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 49 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.39 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 10.1" Allowed = 0.279" 4-11-04 0-03-12 MAX TC PANEL TL DEFL = -0.043^ @ 2'- 8.1" Allowed = 0.419" MAX HORIZ. LL DEFL = 0.000^ @ 4'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, P Truss designed for wind loads R in the plane of the truss only. N HI r O O I N in 11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 �e I 1 o "+ 1 2 11:-- 15 0 M-3x4 M-1.5x3 l l l 4-11-04 0-03-12 ) 1 ) 1-00 5-03 .<-. �0 PROF..„ cv4 4/7 89200PE 9c'^ JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.5895 WARNINGS: GENERAL ignisb, udeuposeparameterwise '�� OREGON ���' 1.Builder and.taction contractor should be advised of deli General No(ea 1.This design is based clay upon the parameters Mown and h bran individual l Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper en v./ 2.2s4 compnaslon web bredng must be Installed Where shown+. mcorporatbn of component Is the roeponabl8y of the building dealgner. 1.. �� 3.Additional temporary bracing to Insure etabllity during construction 2.Design cadatIassumes the lop end bottom choles to be Wordy braced at / s �iy-�. b me responsibility of the erector.Additional permanent bracing of Dec.. end at 70 O.C.respectively unless braced throughout Meir length by continuous sheathing suchas lbpgng re airedsheathing(TC)and,+dryweA(BC). `.Y'f�.'"' ,�'y DATE: 12/10/2015 the overall structure is me rospowbnty of building designer. 3.2s impact bridging or lateral bracing required where a,oWn++ W. 4 V SEQ.: K 15 8 9 6 8 0 4.No load should be applied to any component until ager all bradng and 4.Installation of truss Is the responsibility of the reapectNe contractor. fasteners are compete and at no time should eny loads greater than 5.Deagn assumes truces era to be used in a non-corrosive environment, TRANS ID: LINK design loads beappliadtoany component. and.nrordrynanamon ores.. 6.CampuTrus has no control over end assumes no responsibility forme 8.Design assumes SA bearing at ail Nippon,shawl.shim or wedge If EXPIRES:12/31/2015 febrination.hanIs furnished a4pment and installation of components. 7.Dealt assumes adequate drainage Is provided. December 10,2015 t 8.This design furnished subject to the limitations set forth by 8.plates shat be located on both races of trues,and placed so their comer TPIIWOCA In SCSI,copies of whbh Wil be furnished upon request. Anes coindde with join)center lines. 9.Digile indicate she of plate in Inches. MITek USA,Inc./CornpuTrus Software 7.6.7(1L)-E 10.For basic connector piste deeign values see ESR-1311,ESR-1988 Wok) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 5'— 3.0" ICOND. 2: Design checked for net(-5 pe f) uplift at 24 "oc spacing. TC: 2x4 KDDF $1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT 5= 12"OC. UON. LOADING BC LATERAL SUPPORT 5= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads an the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 —/ 12 4.00 v mi'''''': 2 Millill ti m o Irli J� I _ Ati M-3x4 4 ), 1-00 5-03 ?S,ao PRQ� SIS 41 �. 4 . 89200PE �c JOB NAME: POLYGON NW PLAN 7-B NH - E4 -!�" r Scale: 0.7524 �.114e* y� � 4t.. WARNINGS: GENERAL NOTES, unless elherwhe noted r OREGON / Truss: E 4I I.Builder and eredsn contractor should be advised slag General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '�i� .t s � � '� and Warnings before canstruclbn commences. building component.Applicability of design parameters and proper 2.2N compression web bradng moat be installed where shown a Incorporation of component Is the responsibility of the building designer. 3.Additional temporary Machg to Insure stability during consbucticn 2.Design assumes me top and bottom chards to he Wordy braced at '1'7 .1:?RI O- la he responsibility of the erector.Additional permanent bracing or T o.e.and al 10 o.c.respectively unless braced throughout their length by DATE: 12/10/2015 the Susan structure is the regwnsibW of banal designer. continuous sheathing such as*Mood sheathing(TC)and/or eryaal(BC). H o re3.tn Impact bedghg or labral bradng required where shown 4 4 SEQ.: K 15 8 9 6 81 4.No load should be applied to any component antl alter el bradrg end 4.Installation of truss Is the responsibility y of the reepectNe contredor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment. EXPIRES:.12/31/2015 TRANS ID: LINK design leads be applied to any component. weare for,s^dry condition.of use. 5.CompuTrus hes no control over and assumes no responaibimy for the 8.Design assumes Sill bearing at el supporta shown.Shim or Mage If December 10,2015 fabrication,handling,shipment necessary. pmeM and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations:set forth by 8.Plates ahel be foaled on both hones elms,and placed so their center TPWVECA in RCM,copies of which ail be furnished upon request. Anes coinelde with Joint center Ines. B.Digits Indicate she of piste in inches. MTek USA,Inc./CompuTrus Software 7.6.7)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 dimenxteenths Failure to Follow Could Cause Property 1 I (Drawingssionsshown not in to ft-in-siscale) Damage or Personal Injury offsets are indicated. g WillDimensions are in ft-in-sixteenths. 11404„. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. INNIMEIIIIIMMEMIIIIIIII 2. Truss bracing must be designed by an engineer.For 0-1/16' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I �_� italil),121 ,4111111 Ct bracing should beci considered. O2 O 3. Neverexceedthe design loadingshown andnever �-� U stack materials on inadequately braced trusses. n- Pro ide copies of his truss n to the ng For 4 x 2 orientation,locate O c�s cs cse O� 4 designer,erection isupervisorr,,property ownerand plates 0-'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request, 8. Unleshallss not exceese noted,d 19%at moisture timef fabrication. PRODUCT PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. i� Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. hMil reaction section indicates joint11=.1 1M Ell number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable -,4 environmental,health or performance risks.Consult with 11 project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTek6 BCSI: Building Component Safety Information, 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013