The URL can be used to link to this page

Plans (91) Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:53 2015 Paget ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS 1 1-0-0 1 P-5-6 I I 1-2-0 I 'o^ 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 • - o - o - a ® o - o o • _ _ -,\_ : jr N / N / N // /N / N / Ac e a s a a e e a e 24� 23 22 21 20 19 18 17 •' 3x5= 3x5 — 1.5x3 II 3x5= 3x5—3x5= I 7-0-14 17-7-1418-2-14 I 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [8:0-1-8.Edge].[19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d 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 Incr NO WB 0.39 Horz(TL) 0.04 16 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. (Ib/size) 24=1249/0-2-8,16=676/0-4-4 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=620/0,12-18=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. 1 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). LOAD CASE(S) Standard � �� PR Open 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 \Cos �NGIN4- s/O Uniform Loads(plf) ,C? 4/9 Vert:1624=8,1-1s=-So 89782PE r Concentrated Loads(Ib) Vert:2=-674(F) /_ t/,-. 111111111 -V OREGON ^/" 9,9e,AIR`Y15,'fr22 �Q' PAUL tk\J EXPIRES: 12/31/2016 August 7,2015 t 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.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 MI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality 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 Citntc Hei3htc,CA 95Rtn Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber 8 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 1 1 0-10-8 1 1 2-6-0 Scale:1/2"=1' 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 ® e e o _ i d / \ IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIN \ e e ., Ai. O NI 1. 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 II 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 1 13-8.4 1-1-12 0-7-0 0-7-0 11-4-8 I Plate Offsets(X.Y)— [2:0-1-8.Edge],[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d 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 Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/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=-1502/0,5-6=-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°W) PR Q1 ,So. ,.N , -,9 /0 `c- 8782PE �v� 9,`OREGON 12 .(z:1". 19 �4RY S5' <(,. k PAUL 'C''' EXPIRES: 12/31/2016 August 7,2015 s 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 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 responsibillity of the Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 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. Sale 109 Citric Heights CA Q5R1n 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 MiTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyXAbZWyUc51 WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ I 2.6-0 I 1-2-0 I I °-8-14 I Scale=1:22.8 1.5x3 II 1.5x3 I I 3x4 = 304= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 3 4 5 3x4.= 6 7 8 e e e e ® m ee — _ \ N o- 0 o e e ` 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 I I 3x6 = 3x4= I 5-10-2 1 6-5-2 17-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X,Y)— [4:0-1-8.Edge].[5:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d 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 Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. 89782PE r MEI57, OREGON2�.t" EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. Design valid for use only with Mifek 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A iTek` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fPl1 Qualify Criteria,DSB-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 citron Heights CA 55010 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 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZBjokyffsSGMIm6rT_v9ITEGtyl hJmpVygBiP I 2-6-0 I I 1-8-6 I I 1-2-0 1 1 0.8-14 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 e • o e ® o _ 1e N e o 0 0 o 111 e 1 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= 7-0-14 17-7-14 18-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y1— [4:0-1-8.Edgel.[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft 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 lncr 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=626/0-4-4 FORCES. (lb)-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=0/773,4-13=-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. ��,R0 PROFFss =99782PE �v A•I',,... ;er\e7 • • . 9,LOREGON 2'�Q' 1,,4 �q l' 15'2�� `� pAUL ,s- EXPIRES: 12/31/2016 August 7,2015 t ®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?seek 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 MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII 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 Citrus Heights nA 95610 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_WJOxZ8jokyffsSGMIm6rT I9JyEJXylhJmpVygBiP I 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 --- - 2-6-0 1 Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 e e e /q\ 0 o N e a e e 3 '' 1 10 9 8 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= 2-3-101 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 (loc) I/deft L/d 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 Ina 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. (Ib/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. •\(<-'s � O PRQFFss �C`� GINE ' /029 89782PE i- r• air 9� •REGON �'� Q '4 � ?y 15'2!�' 9k ('A U L \J EXPIRES: 12/31/2016 August 7,2015 III ®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 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 Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DS11-89 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 nitron HeightS,C,A 9F0111 Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264 UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHam U5spGpReg3G?e203vZYjzhM5FL3JLyygBio 280 2-1-12 I I 1-2-0 110-9-8 I 2-3-0 I 1-2-0 I I 1-4-0 I 1-6-0 Scale=1:27.8 1.503 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 H 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 /-11111111111111111111111411 — 01111111111.11111N ee e 9 G 9 .� 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5 = 3x4= 12-10-12 I 4-10-12 15-5-12/6-0-12 I 11-8-12 12-3-12 I 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)— [7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].[16.0-1-8.Ecge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d 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 IBC2012/TPI2007 (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. O' NGINEF74 /O 2 89782PE aim 57,0 ^ OREGON 4,P Ai Fi 9Rk p 'L, 1044 EXPIRES: 12/31/2016 August 7,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. neo Design valid for use only with Mifek 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 MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPII Quality Criteria,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 Citnrc Hri0htc CA g5Rie 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_guz0g0nnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 I I 1-2-0 I I M-14 I I 2-6-0 I Scale=1:17.6 1.5x3 11 3x4= 1.5x3 I I 3x4= 1.5x3 11 1 2 3 3x4= 4 5 6 e -,, ® o s e a N o O o- O 3: ' 11 10 9 8 1.5x3 11 1.5x3 11 3x6= 3x4= 3x4 = I 2-0-14 2-7-14 3-2-14 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X,Y)— 12:0-1-8.Edael.f3:0-1-8.Edae) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft 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 Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. 4 V. PROFFS �cl�� SN I N E,c,9 �'/O2y 89782PE v NI • 577 •,REGONZ�� 1/ �q'i" 15' GQ' 9� /'A U L ;\J EXPIRES: 12/31/2016 August 7,2015 I 6 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 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 MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 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 cams Heights CA 94E1A 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 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM 2-6-0 I 2-1-12 1 1 1-2-0 110-9-8 I 2-3-0 I I 2-3-0 1 1 1-2-0 1 1 0-8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I 14x4= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 e e / a e e (V e e e e , 1 16 15 14 13 12 Ace. 3x4 = 3x4= 3x4 = 3x6= 1.5x3 11 4x4= 3x4= 12-10-12 1 4-10-12 15-5-1216-0-121 11-8-12 12-3-121 I 16-4-4 1 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(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d 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 WB 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. 4$ o PRoFess � • 0AGINFFRio 4." 89782PE mac' iiii 7 •REGON O� 99 �IRY 15'`Z l, PAUL r` EXPIRES: 12/31/2016 August 7,2015 ri t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. MI'= . 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 WI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1811 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 citrus Hni5htc(:A 68610 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:DFkz9p3tCrPAGZnVberKOtyJvgB-MIIgEJcfn0EO7HADVCgiGheXZnbxA2zXyJHyHygBiL I 2-6-0 2-1-12 1 I 1-2-0 I I 0-9-8 I 2-3-0 I 2-3-0 11 1-2-0 I 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 I I o/, a - o , • i :::../ o -1111111 N iiill e e � e OR e e 1'. 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 15-5-12 F-0-12 I 11-8-12 12-3-121 I 16-2-8 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— [7:0-1-8.Edgej.112:0-1-8.Edgel.[15:0-1-8.Edge],[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) 1/deft L/d 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 lncr YES WB 0.51 Horz(TL) 0.04 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=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-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. �ckEO PROFFS .c"5< \61 NEF,9 ci104. c• 8.782PE ./. ;,ef. • • 7 4OREGON '•`" '7,9 CiqRy A6,2 0Q' k PAUL c\J EXPIRES: 12131/2016 August 7,2015 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 Mifek 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 MiTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/IP11 Quality Criteria,058-89 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 r:itruc Hni°htc,C.A 95810 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property MEa offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 111:10‘. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. Q�/�6' 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves i L\41 1 I I iii irt bracing should be considered.dative Tor I O 1_14.414p O 3. Never exceed ton design loading shown and never � U stack materials on inadequately braced trusses. c7-: 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C.-7 cs.6 designer,erection supervisor,property owner and plates 0-14a' 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, Indicated by symbol shown and/Or spelcial f edects,equal to or better than that 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, BEARING or less,if no ceiling is installed,unless otherwise noted. s..."0, 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. number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. MEM x 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design)frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. iel is not sufficient. BCSI: Building Component Safety Information, 11I' 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.02/16/2015 MiTek® 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. ��£p P R p QS'S �� ENGINE 4 " 89200PE flOREGON) ILS RI 0 APPtiP7-7" 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 ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #lfi BTR SPACED 24.0" O.C. Design conforms to ma) windforce—resisting system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"01. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) 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 ontinuous bearing wall DON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF 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 12 12 5.00 D IM-4X4 Q 6.00 1 M O I I M-3x4 M-3x4 k 1-00 y 16-06-08 y 1-00 y ,, • ,- �,CN % ®9200PE S`a`. JOB NAME : POLYGON NW PLAN 7—B NH — Al —:..-,-. ..- CO Scale: 0.9000 ;/" °i.; • WARNINGS: GENERAL NOTES, unless otherwke noted' ar� OREGON�Oc E" 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown ends for an ndrvdual 4'\ Truss: Al and Warnings before construction commences. building component Applicability of design parameters and proper Q Ty 14' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to Insure stabilityduring consirudbn 2.Design assumes the top and bottom chords to to laterally braced at (J+ [� ` • : Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and all D o.c.respectsely unless braced throughout their length by `+�.-� C�� DATE: 12/10/2015 the overall structure is the responsibility of the buildingdesigner. 2Cepa ue sheathingen such as plywood required et whereC)sunand/cr crywall(BC). p ®ly 3.25 Impact bridging or lateral bracing shown++ S E K15 8 9 6 6 6 4.No load should be applied to any component until after all bracing and 4 Installation of truss Is the responsibility of the respective contractor. 4'' asieners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, (] )@ l q assign loads be applied to any component. and are for"dry condition"of use. EXPIRES. 1 2/3 1/20 15_ TRANS ID: LINK s.compuTros hes no control over and assumes no responsibility for me S.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. anal December 10,2015 7.Plates b el adequate ne drainage Is trussed. 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIarCA In BCSI,copies of which will be furnished upon request. lines coincide ugh joint centerlines. 9.Diggs Indicate s¢e of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 50 2- 8=(-378) 1590 3- 8=(-326) 309 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1751) 977 B- 6=(-931) 1590 8- 4=(-121) 939 WEBS: 2x9 KDDF STAND 3- 4=(-1351) 268 8- 5=(-326) 306 LOADING 4- 5=(-1351) 256 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 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 = 92.0 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) I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ B09V -82/ 82H 5.50" 1.29 KDDF ( 625) I 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 29 "oc spacing. i VERTICAL DEFLECTION LIMITS: LL=L/24D, 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" @ B'- 3.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.141" @ 8'- 3.2" Allowed = 1.092" 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 'f MAX HORIZ. LL DEFL - 0.059" @ 16'- 1.0" MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 1' T T T 1' 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), 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 3 5 8 M-5X8 M-3x4 M-3x4 M o m 7 o 0 2 1 -6 o 0 .. 3.00 3.00 12 12 ,6 J' y y )' 1-00 y 8-03-04 8-03-04 1-00 • Q,tD P R p,c� 16-06-08 y ,c,�GJ� ��tN�� slQ -, 89200F E .C" JOB NAME : POLYGON NW PLAN 7-B NH - A2 Scale: 0.3183 WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an ndrcdual - OREGON 4/ Truss: A2 and Warnings before construction commences. building component.Appliceblfy of design parameters and proper pc v 2.2x4 compression Web bracing must be installed where shown incorporation of component s me responsibility of the building designer. <61' / 1 O� +� 3.Additional temporary bracing to insure Mobility during construction 2 Design assumes the top and bottom chords to be laterally braced al F 7�,T, is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by /� DATE: 12/10/2015 the overall structure is the responsibility f the buildingtles continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). •!:✓( y .�` p Aly o designer. 3 2x Impact bridging or lateral bracing required where shown<< ('j Ir V SEQ.• K1589667 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are or condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes hill bearing atall supports shown.ShimorWedge if EXPIRES: 12/311201-5 fabrication,handlin necessary. . g,shipment antl installation ofctforth nh. 7.Design assumes adequate drainage is provided. December 10,2015 8.This design is furnished subject to the limitations set forth by 8.plates shall be looted on both feces of truss,and placed so their center TPIIWfCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicete size of phte in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 #1&BTR 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 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -85) 246 13- 8=(-241) 848 5-12=( -361) 143 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-566) 90 12- 6=( -765) 194 TOTAL LOAD = 42.0 PSF 7- 8=(-980) 274 6-13=( 0) 450 OVERHANGS: 12.0" 12.0" B- 9=( 0) 50 13- 7=( -346) 219 LL = 25 PSF Ground Snow (Pg) M-1.5x4 o equal at non-structural xal 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 10PSF 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/ off 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" fMAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 5-02-12 9-08-04 3-01 9-07 4-00-05 4-04-11 9' 1' 9' 9' 'f 1 9' MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" 11M-4x4 12 M-1.5x4 4.0" �, 6.00 M-3765 .f,(M-3x5 Design conforms to main windforce-resisting M-3x5 -- M-1.5x9 12 system and components and cladding criteria. M-3x4 M-3x5 Q 6.00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 00 load duration factor=1.6, 4111#� End vertical(s) are exposed to wind, Truss designed for wind loads M-3X6 in the plane of the truss only. M-1.5X3 3 40 a - M-2.5x9 or equal at non-structural diagonal inlets. 13 Truss designed for 4x2 outlookers. 2x9 let-ins �y M-5x6 M-3x9 of the same size and grade a structural top 0 2 12 o chord. Insure tight fit at each end of let-in. al must be cut with c and q - I Outlooks rs are are EMO M-3x8 -=S o permissible at inlet board areas only. 0 M-110 5x3 1 ]-5x10 0 0 14-3x9 - n 3.00 3.00 12 12 J' b 1• 1 y .,p P R Q,J y y 9-11 y 3-01 4-08-12 ), 8-03-09 1' 1• • �5� 0.INee.'.,cs>. 1-00 9-11 7-09-12 8-03-04 1-00 _. j' +j i-00 26-00 i-00 4.4 89200PE --`"• JOB NAME : POLYGON NW PLAN 7-B NH - B1 Scale: 0.2048 111# /`�, `�'v WARNINGS: GENERAL NOTES unless otherwise noted `RECON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual lk j ?.-Q' O� �� Truss: B1 and Warnings before construction commences building component Applicability of design parameters and proper ' 14 y 'y+ 2.2x4 compression web bracing must be Installed where shown�. incorporation of component is the responsibility of the building designer. �A ('J� at 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom asschobraced to be laterally braced en "'�/ V( t✓ is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 19 o.c.respectively unless braced throughout their length by ` R V DATE: 12/10/2015 the overall structure Is the responsibility I the building continuoussheathingoterlh as awnoe aired here and/or tlrywall(BC). ponsi ty o designer. 3.Zr Impact bridging or lateral bracing required where shown.. S E K 15 8 9 6 6 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non.eonos ve environment, EXPIRES: PI ^: 2/ 1 design loads be applied to any component. and are for"dry condition"of use. u 15 TRANS I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. December 10,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIVuTCA In SCSI.copies of which will be furnished upon request. lines coincide wish joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTnts Software 7.6.7(1 L)E 10.For basic connector plate design values sae ESR-1311,ESR-1988(MiTek) I 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- 3=( 0) 50 2-11=(-249) 1594 13- 1=( 0) 228 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1886) 361 10-11=(-249) 1591 3-11=1 -378) 107 3- 4=(-1479) 359 11-12=(-171) 1308 4-11=1 -85) 76 LOADING 4- 5=1-1343) 362 12-13=(-436) 2628 4-12=1 -183) 151 TC LATERAL SUPPORT 6= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1368) 346 13- 9=(-616) 2784 5-12=1 -207) 953 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2946) 590 12- 6=(-1726) 395 TOTAL LOAD= 42.0 PSF 7- 8=(-3145) 715 6-13=1 -191) 1428 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=( -104) 165 LL = 25 PSF 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/ 134H 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF 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 = 1.254" 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 MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" T T 1' '1 T T T 12 12 6.00 M-4x6 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 'f'/ Wind: 140 mph, h=22.4ft, TCCL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, 40 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 0 7 ire.1 mos� 13 M ,..... 5X . _M-9x4 o M ....ggiggglIllbihihh.. 1 1M-3x10 I 9 0 0 10 11 .; I M-3x4 M-1.5x3 M-5x10 1 0 0 _. i 3.00 3.00 12 12 k k k k l y 5-01 4-10 3-01 4-08-12 8-03-04 Y ��yy/� • 1-00 9-11 )' 7-09-12 y 8-03-04 1-00 �C�� PRO -.E. R V� 6Cr y 26-00 ,I - 4 �aCIV�., ./0 . <t, 89200PE �- JOB NAME : POLYGON NW PLAN 7-B NH - B2 Scale: 0.2048 WARNINGS: GENERAL NOTES, unless olhenvlsa notetl y1 7.fl,Ela©IV• ,, Truss B2 1.Builder and erection contractor should be advised of all General Notes 1.This desgnb based only upon the parameters shown and s for an mdrvdual and Warnings nature construction commences. budding component Applicability of design parameters and proper in ki 2.2u4 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the building designer. • .Q' 3.Additional temporary'bracing to insure stability daring construction 2.Design assumes the top and bottom chords to be laleraly braced at le I �0 "V" is the responsibility of the erector Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by �y e. DATE: 12/10/2015 the overall structure s the responsibility of the building designer. continuous sheathing such as pywood sheathng(TC)endbr drywall(BC). t. .• IL 3.20 Impactoftruss bridging or lateral bracing required where shown++ SEQ.: K15 8 9 6 6 9 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 and at no time should any mads greater than 5.Design assumes trusses are to be used In a noncorrosive environment TRANS ID: LINK design roads be applied to any component and are for"dry mndition°muse. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports sheen.Shim or wedge it EXPIRES: 12/31/2015 fabrication,handling,shipmentnecessary. and installationelimitations of 7.Desgn assumes adequate drainage is provided. December 10,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sive of plate In Inches. MiTek USA,blc./CompuTrus Software 7.6.7(1 L)-E t0.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: 2x4 ROOF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 50 2- 8=(-270) 1528 3- 8-(-383) 258 BC: 2x4 KDDF #1013TR SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9-(-124) 1001 8- 4=(-128) 638 WEBS: 2x4 KDDF STAND 3- 4=(-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 PSF 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 PSF LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 134H 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 6-09-04 6-02-12 6-02-12 6-09-04 Design conforms to main windforce-resisting T f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4X6 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 4 Truss designed for wind loads uuy in the plane of the truss only. M-1.5x3 4-1.5x3 3 /r"1rr, O171 O IM aW J 7 CrB 9 6 0 r M-3x4 M-3x4 M-3x4 M-3x4 i 0 0 M-3x5(S) y , * * 8-10-03 8-03-11 8-10-03 .:4. y y y �4DPRO ---415,-$..•'-- 10-00 / � 10-00 16-00 ,G . WN y y ,� . ./.0...._. 1-00 26-00 1-00 `4c $92OQPE 1 .: JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2048 j ce ......... WARNINGS: GENERAL NOTES, unless otherwise noted: A� phry EGC7N 1.4,_ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual „[o O fl EG ,Y Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be nataII d where shown+ Incorporation of component Is the responslblldy of the building designer. "> 1')- .1�y T 2,QN :*- 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et CJ "# is the responsibilityf[he erector.Adtlk onal t brat f 2 o c.and at 10 o.c.respects ply unless braced throughout the r length by 16 o permanent ng o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ....44,&.,-• - . �. DATE: 12/10/2015 the overall structures the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K1589670 4.No load should be applied iv any esanr vsIll after all bracing and 4.Installation of truss is the responsibility ofthe respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for berrorata. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design Nil bearing et all supports shown.Shim or wedge if EXPIRES. 12/31/2015- necessary. spans Y CAI"'tIl G27 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA In BC SI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ina/CompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-7311,656-1986(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 #16BTR; LOAD DURATION INCREASE = 1.15 1- 2= (- ) ( ) 2x6 KDDF #16BTR T2 SPACED 24.0" O.C. ( 0) 50 2- 9= 257 1285 8- 9= 0 227 BC: 2x9 KDDF #16BTR 2- 3=(-1539) 383 8- 9=(-259) 1265 3- 9=(-998) 138 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1080) 364 9-10=(-293) 1265 9- 9=( -94) 564 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) 4 6-10-) 0) 153 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=)-1495) 390 BC LATERAL SUPPORT <= 12"01. UON. 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" -189/ 1056V -97/ 102H 5.50" 1.69 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.6" -227/ 101511 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-1.509 o equal at non-structural ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Unbalanced live loads have been MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" considered fox this design. MAX TL CREEP TEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 11'- 0.0" Allowed = 1.054" 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 BORIC. 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, T f f f- f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 72 s -M-9x4+ load duration factor=1.6, M-9X6 4 GG M-3x9 12 End vertical(s) are exposed to wind, 6.00 Q 6.00 Truss designed for wind loads in the plane of the truss only. ,� s ,I 1114 equal at non-structural diagonal inlets. M-3x4 M-2.5x9 or 3 l , IIh101111111M-3x4+ ro 141111111111 r- e� ` o 4 1 0 2 M-3x9 M-185x3 90.25' M-115x3 .......�...�..,....��...�.ir1 M-5x8(5) y M-3x4o y iW) P A 0'4' , y 5-09-04 y 5-02-12 y 5-02-12 9-09-04 ! 1,,.��"NVC,�-A -122,_. ; I' C� 'T y 1-00 26-00 8t900 PE ce . JOB NAME : POLYGON NW PLAN 7-B NH - B4 �� Scale: 0.2298 4 .. WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON 1� Truss: B 4 1.Builder and erection contractor should be advised of all General Notes I.This design H based only upon the parameters shown and Is for an ntlN dual �¢ O�(.- andWarningsbeforeconstructoncommences. building component Applicability or design parameters and proper +�f'v 7 '14 VV• r4 2.204 compression web bracing must beinstated where shown i, incorporation of component Is the responsibility of the building designer. Cl 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at �� Is me responsibility of the erector.Additional permanent bracing of 2 o c.and a1 10 o.c respactrvety unless braced throughout their length by DATE: 12/10/2015 the overall structure Is the responsibility of the building continuous sheathing such as plywood aired in ere s and/or drywell(BC). designer.cin 4. Impact bridging is hterel boning required the wnere shown l a SEQ.: Ni5 8 9 671 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES: !!T�J0��l { 5. TRANS ID: LINK design loads be applied to any component, an are for"dry condition"o(use. 12/31/201 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shim or wedge it fabrication,handling,shipment and installation of components. necessary. December 10,2015 6.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. 8.Plates shaft be located on both faces of truss,and placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L}E B.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-7311,ESR-1988(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 29 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 - 92.0 POE load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 POE 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 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. 11-00 11-00 1' '1 T 12IIM-4x4 12 6.00 3 Q 6.00 Li 4 to ibeil 0 2 o tom/ o -I /i /i o rJ 14-3x5(0) M-3x4 M-3x4 k y 10-00 12-00 y y •n o 1-00 22-00 � -- [ . ,e •-. C ° t'\- ?C� fi 1 89209P-E . r` JOB NAME : POLYGON NW PLAN 7-B NH - Cl Scale: 0.3558 ®�. • — ' WARNINGS: GENERAL NOTES, unless otherwise noted' ,G+^- OREGON '`� • 1.Bidder and erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown and s kr an individual O i"'1 Ct:l i Y 1.i Truss: Cl and Wamings before so tructwn commences building component.Applicability of design parameters and proper R �y 2.204 compression web bracing must be Installed where shown�. Incorporation of component Is the responsibility of the building designer. © 1 1 4 2O)\:-:0-''''...:' _. 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom cholla[o be laterally braced at y F' ^�.c,. Is the responsibilityf the erector.Additional 1 bracing f 2'o c.and at 10'o c.respectively unless braced throughout their length by o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - a� ' '�. DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a - t SEQ. : K15 8 9 6 7 2 4.No load should be applied to any component until after all bracing and 4.Imkllatlon of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a nonaonosive environment, and or'dry e. TRANS I D: LINK design loads be applied to any component. Design assumes full beanition.of at al 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/r31120#L, I G7a3 / V I J fabricatlan,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-7988(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: 2x9 KDDF 915975 LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 1- 3-( 0) 30 2- 9=(-223) 1261 3- 4=(-311) 492 WEBS: 2x4 KDDF STAND 2- 3=(-1509) 335 8- 9=(-103) 839 8- 9=(-111) 492 3- 4=(-1318) 338 9- 6-(-253) 1261 9- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 I BC LATERAL SUPPORT <= 12"OC. EON. 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 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 = -0.043" 9 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 T f f 'r 'r system and components and cladding criteria. 12 12 6.00 M-9x6 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 End vertical(s) are exposed to wind, 11 -' Truss designed for wind loads in the plane of the truss only. M-1.5x3 'qIIIIIIIIIIINI M-1.5x3 3 M \ / fn c 1 2 8 =6 0 o M-3x9 M-3x9 M-3x5(5) M-3x4 M-3x9 I b ), b b 7-06-03 6-11-11 7-06-03 y y 12-00 y �Q.. :. PR VF o-oo 1-00 22-00 1-0o �� •��CN �9 $/ "' • 89200PE �`` JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0 = gite, WARNINGS: GENERAL NOTES, unless otherwise noted: Truss- C2 Builder and erection contractor should be advised of all General Notes This design Is based only upon the parametershown and is for an Individual • ®:� ©� L),- B i Warnings before conctruocommences building component Applicability of design parameters and proper A • ;,,-,77"`9V✓ 2.2x4 compression web bracing must be installed where shown+ incorporation of components the responsibility of the building designer. ?. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at © --.°:::'..!(),:'_-j N_A.T is the responsibility of the erector.Additional permanent baling of 2o.c.and at10'oc.respectively unless braced throughout their length by /Y DATE: 12/10/2015 the overall structure Is the responsibilitycontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -4/..t-_ �.'�` ,_. of the budding designer. 3.2t Impact bridging or lateral bracing required where shown.t.) V SEQ.: K 15 8 9 6 7 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no see should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK desgnloads beapplied to any component. and are orarycontlgion°erase. 5.CompuTms has no control over and assumes no responsibility for the B.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: fabrication,handling,shipment and installation of components. nem-, GA!"L�'Et7. 12/31/2015. 8.This design Is furnished subject to the limitations set forth by T.Psaes"hallassb ea adequate ne othif c e is tues,provided. December 10,2015 e.hosPlates ncilee with n on both feces o(tass,and placed so their canter TPIAMCA In SCSI,copies o(whkh will be furnished upon request lines coincide cods joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 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: 140 mph, h=15ft, TCDL=9.2,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=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 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. 11-00 11-00 '( 1' 1212 IIM-4x4 6.00 3 Q 6.00 1111114 Mo 2 ` 4 0 I o t 1 O Io k- M-3x5(S) M-3x4 M-3x4 y y b 10-00 12-oot. �U 3R O/ 1-00 22-00 :9200PE C" JOB NAME : POLYGON NW PLAN 7-B NH - C3 Scale: 0.3558 lif • , WARNINGS: GENERAL NOTES, unless otherwise noted. -' QI1E ©IV •1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -OREGON I V {� Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters end proper �} N 2.2v4 compresso web bracing must be Installed where shown t. incorporation of component is the responsibility of the building dewgner. �,�f.; '-T}rn 14 !]QI , r 3.Additional temporary bracing tonsure stability during construction 2.Design andat1assumes the lop and bottom unlesschobreds o be laterally braced at �(�r ` G+ \\\ sthe re responsibility of erector.Additional permanentf 2o.c at10o.c.respectsely braced throughout their length by }ay spons y o permanen bracing o 2 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '-"/�PTFI l b�_ DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2i Impact bridging 0r101001 bracing required where shown i• ' 1 Fl F V SEQ.: K 15 8 9 67 4 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respectie contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are esign assumor"dryes full be condition"of see. 5.CompuTrus has no control over and assumes no responsibility for the 6 necessary. fabrication, ssumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12/31./20{.5, ry. L/3I L'V 1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAN1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 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 #1613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF#100TR SPACED 24.0" O.C. 2- 3=(-1504) 335 B- 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 BOG 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 10PSF 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 T T .j .' f system and components and cladding criteria. 12 12 6.00 M-4x6 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 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 3 M Mo M o 1 1 m bd m i 7 2 g o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 6 0 )' ). y y 7-06-03 6-11-11 7-06-03 1 10-00 b 12-00 b V P�OFS J, 22-00 1coy .C.5 t.'- . -E",- ($.> 89200PE „. JOB NAME : POLYGON NW PLAN 7-B NH - C4 � ,r9�0 Scale: 0.2433 WARNINGS: G. ha design isb, unleotherwisess te oted: OF E ON Truss C41Bolder and erection contractor should be advised of all General Notes This des gn abeaed only upon the parameters shown and is for anlM moat I and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing mud be installed where shown+, ncorporation of component la the responsibility of Na building designer. - �/ 3.Addft creat temporary bracing to Insure stability during construction 2 Designassumes the top and bottom chords to be braced at .. Y j.d r -,O V"�"_ s the responsibility of the erector.Additional permanent bracing o/ 2oc.and a110 oc respectively unless braced throughout theirlehgth by `t DATE: 12/10/2015 me overall structure s me respondml ry of me buildingdes continuous sheathing such as prywood sheathing(TC)and/or drywall(BC). Alt"F-R` ` designer. 3.2,Impact bridging or lateral bracing required where shown++ /'S t,. SEQ.: ((1589675 4.No load should be applied to any component until after all bracing and 4.Indallatbn of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design a non- corrosive trusses are to be used In a nonorrosive environment, TRANS I D: LINK design loads be applied to any component. and are sr Mrs conditionof use. 5.Com Trus has no control over and assumes no te 6.Design assumes full baa dreg at a0 supports shown.Shim or wedge if EXPIRES: 12/31/201 pu sponslbllity for ire s",y fabrication,handling,shipment and Installation of components. 7.D sign assumes adequate drainage is provided. December 10,2015 6.This design Is furnished subject to the limitations set forth by B.Plates shaft be located on both faces of truss,and placed so their center TPINvrCA in SCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 2B 1-4=(-35) 32 2-9=(-99) 81 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x9 ROOF STAND LOADING TC LATERAL SUPPORT <= 12"OC. CON. 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. CON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 4'- 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. '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 - -0.002" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 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" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=4.2,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. • N PROVIDE SUP,e' o i i1 0 1 f 5 M EN 0 M-3x8 M-1.5x3 )' y 3-00 4-00 89200PE ter` JOB NAME : POLYGON NW PLAN 7-B NH - D1 Scale: 0.6153 j--! WARNINGS: GENERAL NOTES, unless otherwise noted T`y•� 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an Individual ,�OR.EGCON� ` Truss: D1 and Warnings before construction commences. building component Applcability of design parameters and proper • t$• A. 2.2x4 compression web bracing must be Installed where shown-t. incorporation of component is the responslbllky of the building designer. js. '414' '� (,]O .. 3 Additional temporary bracing to metre stability during construction 2 Design assumes the top act bottom chorda to be laterally braced al f T L+ is the responsibility of the erector.Addit coal permanent bracing of 2.0.e.and at l0 o.c.respectively aswely unless braced throughout their length by DATE: 12/10/2015 the overall structure is the responsibility f the buildingdesigner. continuous sheathing such l aplywoodre air a where s and/or shown +drywell(BC). -�'! �'] Its ponsi ly a g 3.2x Impact bridging or lateral bracing required where shown++ /'� 4 S E K 15 8 9 6 7 6 4.No load should be applied to any component until after all bracing and 4.Installation ottruss Is the responsibilly of the respective contractor. 4'' fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be no con to anycomponept. e.nes agems"dry condition.' obearing fttaltsu supports Sh,marwee wedge • 5.ComptTrushas nocontrolover and assumes noresponaronity for the �e assumesa ppo g EXPIRES: 12/31/201-5 Y. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WJ1CA in BCSI,espies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate In Inches. MITek USA,Inc./CompliTrss Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN U- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1u8TR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) BC: 2x9 NODE #1&BTR SPACED 29.0" O.C. ( ) 0 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"01. 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/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) 11i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked fox net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, 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" 9.00 2 MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 2 Design conforms to main windforce-resisting system and components and cladding criteria. ir Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads rl in the plane of the truss only. 0 I ti I o 0 O q 3>C y M-3x8 y y y 3 0o y R ,� PPOf, 'PROVIDE FULL BEARING;Jts:4,3,2 _. y�� 89200P E JOB NAME : POLYGON NW PLAN 7-B NH - D2 Scale: 0.8962 0 (� c/h/ry(�� WARNINGS: GENERAL NOTES, unless otherwise noted: /j,.OREGON t„- 4�_ i.Builder and erection e traGor should be advised of all General Notes 7 This design abased only upon the parameters shown and is for an ndNiduaI 4 ' Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and pro 2.2x4 compression web broom coo per �{ press g must be loathed where shown i, incorporation of component Is the responsibility of the building designer. "@ 1' 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chortle to be bterely braced at ./- 1--11:;;71i:411;11:4‘.13'147-.;R R_1`� is the responsibility of the erector.Additional permanent bracing of 2 o c and e110 hin respectively unless braced throughout their length by DATE: 12/10/2015 the overall structure Is the responsibility of building designer. continuous sheathing such as plywood cited ing(TC)andlor drywall(BC). 3.2r Impact bridging or labral bracing required where shown a♦ ' • SEQ.: K 15 8 9 6 7 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �J {p CC[[�� {I]J+} �](� C TRANS ID: LINK design bads be appliedi any component. and are rosuer condition'Buse. EXPIRES: I G/J ICL J 5.Com Trus has no 8.Design assumesNllbeanngataAwpponsshown.Shimorwetlgelf December 10,2015 pa responsibility for me wary fabrication,handling,shipment 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 shed be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sue of plate In Inches. MiTek USA,InEJCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 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=9.2,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) 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 TON. 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. 12 4.00 3 —/ o 0 en Nti /— _....,diiii1llall1lglllI IIII rn ooriMI 0 4 M-3x4 y y y 1-00 8-02 Ria PROF-E�� - > et, -- ' ', 4 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - E1Scale: 0.6366 / WARNINGS: GENERAL NOTES, unless otherwise noted: 0 . `+6 :- i� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown and Is for en individualE � , Truss: El and Warnings before construction commences. building component.Applicability of design parameters and properl 2.2x4 compression web bracing must be nctalledwhereshown+, incorporation ofcomponent isthe responsblityofthe building designer � " #/ '14 t of -4- 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 1 sites responsibility of the erector.Additional permanent basing of 2oc and at 10.rot.respectively unlessbraced throughout their length by �q DATE: 12/10/2015 the overall structure is the responsibilityfthe continuous sheathing such bas acinplywg requd ire whereetrown•r tlrywall(BC). ^/' l"5;R-1 o building designer. 3.2z Impact bridging or lateral bracing required shown++ ,:ti'R-1%—‘, SEQ.: K15 8 9 6 7 8 4.No load should be applied to any component until ager all bracing and 4.5. a Installation of truss is thhee responsibility blo be illi�tlo nthenonscortos non-corrosive envctNe ironment, fasteners are complete and at no time should any loads greater man Design tlesign loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has nocontrol over and assumes noresponsiblikyfor the 8.Design assumesfulibearingatallsuppodsshown.Shlmorwedgei1 EXPIRES: 12/3112015 handling, wary fabrication, shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basis connector plate design values see ESR-731 t,ESR-1900(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-105) 88 LOADING 3-9=( -7) 3 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 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.294" @ 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 T f 1 MAX HORIZ. LL DEFL = 0.001" @ 7'- 10.3" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 4.00 17 M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 -/ Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I 0 0 op ,o ti f 0 m 1 21111.-- 1 0 5 M-3x4 M-1.5x3 1, " 1, 7-10-04 0-03-12 k k k 1-00 8-02 • 4ct- -- 'z9200Pc-_ JOB NAME : POLYGON NW PLAN 7-B NH - E2 �' Scale: 0.5366 /� KIR WARNINGS: GENERAL NOTES, unless otherwise noted' Truss E2 1.Builder and erection contractor should beadvised ofall General Notes This design sbased onlupon the parameters shown and isfor anindividual y QFfEGON , ,, and Warnings before construction commences. building component Applicability of design parameters and proper �/ ( 2.2114 compression web bracing must be installed where shown+. incorporation of component la the responsibility of the building designer. ' , �N�}' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateral braced at ///"' -7 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.o.respectively unless braced throughout their length by t' �+y .- DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _ 11- j,J SEK1589679 4.No load should be applied to any component until after all brach 3.In Impact oftr ng or laterelbreungrequired whereshown♦+ 1671 4 Q, ponen g and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design roads be applied to any component. and are fordo condition.or use. ss 5.CompuTrue has no control over and assumes no responsibility for the 8.nesissary. dull bearing et al supporta shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. Dace ry. d. 6.This design is furnished subject to the limitations set forth by 0.Designassumesoaaded°naothifacelo trpruss,an December 10,2015 e.Plates coincidecbe located on terl laces of trues,and placed so their center TP WJfCA in BCSI,copies of which will be furnished upon request. lines with Joint censer linos. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(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: 2x4 KDDF #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 29.0" O.C. 2-3=(-69) 49 WEBS: 2x4 RIDE' STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BC LATERAL SUPPORT <= 12"OC. CON. 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 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 DELL = -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" f ' ' MAX HORIZ. LL DEFL - 0.000" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.2" 4.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, 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, g Truss designed for wind loads In lin the plane of the truss only. ut I o0 I 01 I co 1 IMIIIMMEMEMMMil'IlA I f 2►' f S 5 O M-3x4 M-1.5x3 y k )' 4-11-04 0-03-12 l b k 1-00 5-03 • • �0p PP ort ,,cam t.4 IN 76). `�l0- - ' 8.9200PE -i-'• • JOB NAME : POLYGON NW PLAN 7-B NH - E3J I1 Scale: 0.5895 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 je 1.Builder and erection contractor should be advised of all General Notes t This designs based any upon the parameters shown and is for an indsidual • 7 - ,.4 OREGON�� '(i Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper 1. . -.14--' 1 2.2x4 compression web bracing must be installed where shown mcorporel on of component re the responsibility of the building designer. /E© � ' y ' /]Q moi.. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chorda to be throughoutty braced al 7 G+ \\ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and all B o.c.reaped very unless braced their length by }x(y/j_ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - a' :R'` - DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact badging or lateral bracing required where shown s o v 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K 15 8 9 6 8 0 as eners are omplete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, fTRANS I D: LINK design wads be applied to any component. and are sssumes�it bearing of at i supports wedge i 5.CompuTrus has no control over and assumes no responsibility for the 6.Design full bearin tall su rts shown.Shim or wetl f EXp{RCCS, 12/31/2015 ssary. L� Cllr II�1 C�7 • • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 O,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTms Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 5'— 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 spacing. BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. ION. LOADING BC LATERAL SUPPORT <= 12"00. 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 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 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 9.00 D I O oI N 2 N ,..- -1 ri ro M-3x4 9 b b y 1-00 5-03 Y,.D P R OF, - -.N '� tN�E4, sl0 ,._.. •89200PE JOB NAME : POLYGON NW PLAN 7—B NH — E4 • ,� �� .• '� Scale: 0.7524 OREGON WARNINGS: GENERAL NOTES, unless otherwise noted • Y1 OREGON Truss: E4 1.Builder and erection contractor should be advised of all General Notes 1.This design S based only upon the parameters shown and s for an ndNdual 1 �ObIb and Warnings before construction commences building component Applicability of design parameters and proper /1 f�• 14 2.2x4 compression web bracing must be installed where shown+. incorporation of component s the responsibility of the building des goer. "C� y. � .. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - L' is the responsibility of the erector.Additional pennenent bracing of 2 o.c.and et sheathing such as sly unless braced throughout theirlerglh by DATE: 12/10/2015 the overall structure Is the responsibility continuous sheathing such as plywood sheet ing(TC)and/or drywell(Bc). p ty of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ S E Q.: K].5 8 9 6 81 4.No bad should be applied to any component until after all bracing and 4.Installalbn of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and o aryconduion°oraae. EXPIRES 12/31/2015 TRANS ID: LINK deagnbadsbenPPkedtoanycompenent. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes NII bearing at ell supports shown.Shim or wedge if fabdcation,handling,shipment and instaltahon of components. necessary. December 10,2015 6.This design Is furnished subject to the limitations set forth b 7.Design assumes adequate drainage is provided. y 8.Plates shall be located on both faces&truss,and placed so their center TPI/VaCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(10-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see EMI 311,ESR-1988(MiTek) Symbols Numbering System iit General Safety Notes PLATE LOCATION AND ORIENTATION 1 /q 3 " Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) a Dame or Personal Injury offsets are indicated. g r�� Dimensions are in ft-in-sixteenths. 111%‘. Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. flEINIIIISMIIMIIMIeits 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 IMIE ! bracing should be considered. INIMAINor U U _ O _ �� O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. � U 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate r9- C7 8 6-7 5-6 0 designer,erection supervisor,property owner and plates 0-'i ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/IPI 1. connectorlates. THE LEFT. p 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate io.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i• Indicated bysymbol shown and/or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING Vim- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® ` Min size shown is for crushing only. ® ,, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with ii I 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 111111111 is not sufficient. DSB-89: Design Standard for Bracing. him a BCSI: Building Component Safety Information, e k 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013