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Plans (431) — ,s -v t7 - Oo 3 mitg 5 uo te_vvLoysyro- MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ''° PRDps t,1G l N,�c /p c 89782PE 9r' ' OREGON 4")4' 9,9 (/4RY -11'A UL ; ' 1 August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 1 PL15-264_UPPER P01 FLOOR GIRDER 1 Job Reference(optional) Pacfic Lumber&Trees Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3ttCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 vAVLj56CBygBiS 11-a° I /3-5-6/3-5-6I-1-1S2-1 I I 1-2-0 I Scale=1:25.0 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6.," No. „••••- 1\41..7 8 9 10 11 12 13 14 15 i II NM ' Mk" ' /INFRA r N A ,-../WismirN.:. a r a 19 e• e 2 A� 23 22 21 20 19 18 17 •- 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= 1 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.Edgel.[]9:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Ina NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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=226/359,1416=-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. 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 C4� P R OPt. ' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 4 G,IN ELC-, cS/'o Uniform Loads(p8) Vert:16-24=8,1-15=80g7 � E Concentrated Loads(Ib) Vert:2=-674(F) ..--.....0'. -_ , _ MIN � 7,, OREGON ' ' 1,6 AlRy A6 4 EXPIRES; 12/31/2016 August 7,2015 i 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.021162015 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. Applicabilfy 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 MiTei[* 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 QuaSy 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. Soon 109 r role Haight.„CA 9501 n V Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFI¢9p3tCrPAGZnVberKotyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 I I 0-10-8 I I 2-6-0 1 Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 a/),e • e e y N /7 -\--- — _ e e 0 1 13 12 11 10 y 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= I 1-1-12 11-8-12 12-3-12 1 13-8-4 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)- 12'0-1-8,Edgej.[3.0-1-8 E.ge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Ina YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code 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. ti GINS `' 0 4 2 8`782PE r '� v OREGON ,N,Q 99rt /°AUL P,4RY i5 �4. EXPIRES: 12/3112016 August 7,2015 t 1 mn0 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/162015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. » Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' 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 nun.,Haight nA 5501n V 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 28g 1 o-'•--111-1 I 1-2-g I I 0-8-14 I Scale=122.8 1.5x3 II 1.5x3 II 3x4 = 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 e e ea •• o •• o /— - N 9 4 @ e 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 II 3x6= 3x4= 5-10-2 1 6-5-2 7-0-2 1 13-1-8 I I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— 14:0-1-8.Edge]j5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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 Ina 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. �li [3 PR QF�Cs t,,GINES' co s 89782PE r milt V OREGON 2�'-I" AUL R� tzrJ k H EXPIRES: 12/31/2016 August 7,2015 r .r ®WARNING-Verily 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 MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■J♦#1 T�1R.•` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 9Y1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Cr Leda,OSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 r.ilnrc Height,('A 95810 Job Truss Truss Type Qty Ply POLYGON PL15-264_UPPER F04 Floor 845124651 2 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DF1a9p3tCrPAGZnVberKOtyJvgB-U_WJOx28jokyffsSGMIm6rT v91TEGty1hJmpVygBiP 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 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 g 4 53x4= 6 7 8 Id i 1.-WilliW 11111111111 1W 11111111. NIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII e 07 'NV 1rlk 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= 7-0-14 17-7-14 18-2-14 7-0-14 0-7-0 0-7-0 6-1-6 I Plate Offsets(X Yl— [4:0-1-8.Edgej.[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid 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 Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural end verticals. wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end vicei 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,3-4=-2010/0,4-5=2110/0,5-6=-1999/0,6-7=1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-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. 2 `t 9782PE r 1' OREGON ©", Q' k AA UL RAJ EXPIRES: 12/31/2016 • August 7,2015 mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 1.111-7473 rev.02/16/2015 BEFORE USE. —_ 4 Design valid for use only with M7ek connectors.Thu 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 p 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 MITek" fabrication.quality control,storage,delvery,erection and bracing.consult ANSI/TPI1 Quality Criteria,058-89 and SCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Sheet.Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 r:itnw Heighfs,rA 95atn Job Truss Truss Type Qty PlyPOLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MFrek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxz8jokyffsSGMIm6rT 19JyEJXy1hJmpVygBiP I 2-0-10 I I 1-2-3 I I 0-8-14 I I 2-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 3x4= 2 3 4 5 6 e s L.%I _.._ ._. l'-•:"'" --'' ''''''''''''.-- o N X--j O 9 e B e 3 ‘' 1/v 1a 1.5x3 II 1.5x3 �I 3x6 = 3x4— 3x4= 2-3-10 2-10-101 3-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.YI— 12:0-1-8.Fdael 13:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 Incl YES WB 0.22 Horz(TL) 0.01 7 n/a n/a Weight:44 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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. <�4Efl PR Qi G( /0-1 4 89782PE r r F / II y •REGON ". O 4- ir 1,9, 4RY 16 2 ;� h' PAUL ‘ 'F‘' EXPIRES: 12/31/2016 August 7,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/16/2015 BEFORE USE. + Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 7777 Greenback Lane fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 Quail!), Criteria,056-B9 and BCSI Building Component Greenback Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite SuHeights CA Asfit o Job Truss Truss Type Qty Ply POLYGON PL15-264_UPPER F06 Floor 845124653 11 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(Optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamU5spGpReg3G?e203vZYjzhM5FL3JLyyg8i0 1 2-6-0 1 2-1-12 11 1-2-0 11 0-9-8 1 2-3-0 1 1 1-2-0 1 1 1-4-0 1 1-6-0 I Scale=1:27.8 1.5x3 II 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 N e ae ee 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4 = 4-10-12 12-10-12 I 4-10-12 15-5-12 16-0-12 1 11-8-12 12-3-121 I 15-11-12 1 0-7-0 0-7-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— [7.0-1-8.Edgej.[12:0-1-8.Ed,gel 115:0-1-8.Edge].[16'0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) Vdefl 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 Ina 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=X90/0, 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. '\t4 cJ P R optGiNE s 414 2 `z 89782PE r egg 40 i7,,OREGQN N -9,5), ,,N,- HAUL 0,0 �� EXPIRES: 12/31/2016 I 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 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 tens 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 MITe fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP11 Quay Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. 7777 Greenback Lane Suite 109 rRmc HrightS(`A 05610 Job Truss Truss Type Qty PlyPOLYGON R45124654 PL15-264 UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCTRAGZnVberKOtyJvgB-QMe3pdbPFP_guzOgOnnEBGYKT RiD8EU?ottOygBiN I 1-9-14 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 1 Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 • • MIIIIIIIIIIIIIIIIIIIIIII•'- Pilliiiiiir- a N — e • e Y 11 10 9 6 A 1.5x3 II 1.5x3 II 3x6= 3x4 = 3x4= 2-0-14 1 2-7-14 1 3-2-14 1 9-4-4 I 1 2-0-14 0-7-0 0-7-0 8-1-6 Plate Offsets(X.Y)— 12:0-1-8.Edael.13:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud 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 Weight:43 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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. (lb)-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. �, pPROFt 4 89782PE r NH , -v •REGON2©1� EXPIRES: 12/31/2016 August 7,2015 I 4 .. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Appiicabifty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 111111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding enback Lane fabrication,quality control,storage,derivery,erection and bracing,consult 7777 Greenback ANSI/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7 re Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Sums Neigmc,cA asaln Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 I I 1-2-0 11 0-9-8 I 2-3-0 11 2-3-0 1 1 1-2-0 11 0-8-8 1 Scale=t28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 11 3x4= 1.5x3 11 354= 1.5x3 II 4x4= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 e 0 N e -a e e 1"''''' 16 15 14 13 12 1 3x4 = 3x4= 3x4 = 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 IS-5-12 I6-0-12 1 11-8-12 12-3-121 I 16-4-4 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8 Edge].[15:0-1-8 Edge].(16'0-1-8 Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid 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'tp PRpFtss 17 `a" $9782PE . r.'.. Ili -5',L •REGON 0 4$�f 'AUL F1''N EXPIRES: 12/31/2016 August 7,2015 I I Ia. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MO-7473 rev.02116/2015 BEFORE USE. .. Design valid for use only with Mitek connectors.Thu design is based only upon parameters shown,and is for an individual building component. 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 fabrication,quality control,storage,defvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,OSB-89 and BCSI Building Componenf 7777 Greenback Lane Safely Informalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r.9mc Heights C.A.64615 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 I D:D Fkz9p3tCrPAGZnVberKOtyJvg B-MIlq EJcfn0E07 HADVCglGheXZnbxA2zXyJHyHygBi L I 2-6-0 I 2-1-19 1 1 1-2-0 1 1 0-9-8 I 23-0 I I 23-0 I I 1-2-0 I X171 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 9 e mile ? woo _ a e p / / \ e e N N 1 e ee e 1/ 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 4-10-12 5-5-12 12 11-8-12 12-3-121 I 16-2-8 I I 4-10-12 10-7-0 0-7-0-7 I 5-8-0 9-7-0 0-7-0 3-3-12 Plate Offsets(X Y)— [7:0-1-8 Edge].[12:0-1-8.Edge].05:0-1-8 Edge].116:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0 kE 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.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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. c\N PR Opt 8.782PE c- 9,�,OREGON77 ©� 4 EXPIRES: 12/31/2016 August 7,2015 eisI ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Bj B;�p��' erector.Additional permanent bracing of the overall structure k BYB the responsibility of the building designer.For general guidance regarding B fabrication,quality control,storage,deivery,erection and bracing,consult ANSI/TPI1 QuaBly Criteria,056-89 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 room Heightc C&95810 Symbols Numbering System a General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MI 11 Dimensions are in ft-in-sixteenths. ink 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. 01 „ c1-2 C2-3 '/16 2. Truss bracing must be designed by an engineer.For 4wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 1L\1111,1 pbracing should be considered. 1-� =O 3. Never eceed the design loading shown and never �� U stack materials on inadequately braced trusses. ~ c�-e p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c6 7 cs 6 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. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. oace plates on each face of truss at each int required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locationds are bregulaed lt d by ANSI/TPI 1 wane Knots and at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available In MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is a non-structural consideration and is the 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that "4' Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■� reaction section indicates jointMli ©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. Man 1.----:....018.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal MI 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, � e Guide to Good Practice for Handling, MI T20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 Re: 7-A GE AT GARAGE 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: K1345829 thru K1345848 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. BRED PR ore ANG I NFF� /p to 89782PE yr 9 OREGON 2'�`f' 1;9 4AY 'AUL 9' ,REQ:12131/2016 August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. IMEMEMMIMMIIMMMMIMMIMMMMMMIMMMIMMMIMM This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. LOADING Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT 0= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 POE Ground Snow (Pg) Gable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-03-04 8-03-04 f f T 12 IIM-4x4 12 7 3 \14.00 14.00 N.8 Alill/IIIIIIIIIIIIIIIIIhk� c,, u, o 0 M-3x4 M-3x4 {. c O f'Ropes J, J, ANGWE ,p /0 1-00 16-06-08 1-00 ,89782PE 1 JOB NAME : POLYGON NW PLAN 7-A NH - Al '� �' " :) Scale: 0.2641 .1r,, ..-^ % 11 N WARNINGS: GENERAL NOTES, unless othemise noted 9 1 { ra gp 7.-- Truss: 4. 1.Balder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en Individual J�. /��. r a �U •'=:= Truss• Al and Warnings before construction commences. building component.Applicability of design parameters and proper I • 2.2+4 compression web brad a be Installed where shown+. Incorporation of component Is the responsibility of the building designer p bracing mu 2.Design assumes the top and bottom chords to be laterally braced at 'Q Alpty Ab '✓ 3.Additional temporary bracing to Insure stability during construction 1 on.end at Ip a.c.respectNely unless braced throughout their length by /*� t is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and%or drywall(BC). /A U s DATE: 8/10/2015 the overall structure b Re responsibility of the building designer. 3.24 impact bridging or lateral bracing required where Mown++ SE K 2 9 4.No load should be applied to any component until ager ala bracing and 4.Installation of truss is the responsibility of the respective contractor. Q• 13 4 5 8 fasteners are complete and et no time should any loads greeter Ran 5.Design assumes tenses era to be need Ina non-corrosive environment, design loads be applied to any component. and are for^dry condition"of use. 12/31/2016 TRANS ID: LINK 6.Design assumes hill bearing at al supports shown.shim or wedge if EXPIRES: . 5.CompuTrus has no control over and assume.no responsibility for the necessary. fabrcetian,handling,ehlpment and installation of component.. 7.Design assumes adequate drainage le provided. August 10,2015 O.This design is Nmiehed subject to the limitations set forth by 8.Plates shall be boated on both faces of buss,and planed so their center TPIMTCA in SCSI,copies or which will be fumbhed upon request. lines g.Digits oincide with joi t ceente Ilier ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E t0.For basic connector plate design values see ESR-1371,E5R-1988(MITek) TPACIFIC LUMBERhis design prepared from computer input by LUMBER SPECIFICATIONS LU: 2x4 KDDF C1TIOR TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 BC: 2x4 KDDF #1BTR LOAD SPACED 24.0O.C.DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-84) 485 3- 8=(-269) 230 " 2- 4=(-546) 207 8- 6=(-70) 383 8- 4=(-270) 278 WEBS:, 2x4 KDDF STAND LOADING 3- 5=(-546) 278 8- 5=(-270) 278 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-546) 278 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-704) 207 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 6- 7=( 0) 86 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 6.5" -149/ 809V -292/ 292H 5.50" 1.29 KDDF ( 625) 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 osfl uplift at 24 "oc soaciI pg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-03-04 8-03-04 I IMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" I 4-03 4-00-04 4-00-04 4_03 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" M 4 1 f 'f 1 MAX TLCREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.019" @ 10'- 0.2" Allowed = 0.387" 12 12 MAX BC PANEL TL DEFL = -0.047" @ 3'- 9.1" Allowed = 0.498" 14.00 M-9x6 9.0" 14.00 4 MAX HORR. LL DEFL = 0.006" @ 16'- 1.0" p� Y MAX HORIZ. TL DEFL = 0.009" @ 16'- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. AL rl 0 ul rl 8 o M-3x4 M-3x8 M-3x4 o y 1 l 8-03-04 8-03-04 y �0p pP�FeS 1-00 16-06-08 1-00y ���j� GINE "h tSYO� y, 89782PE r JOB NAME : POLYGON NW PLAN 7-A NH - A2 ,r` , ,.-�-� Scale: 0.2619 � S '� WARNINGS: " _ 1.B"Ilder and erection conlrador Mould be advised of all General Notes GENERAL NOTES, inlets otherwise rated: - `' T ru s s: A2 antl Waminpa beton nonWuottlon cod b eadvis I.GINbuildesign la based only upon the parameters dawn and is for an individual OR E G V N -` ....- g component.Applicability r design parameters end proper4. /'1,4,,,,,V I-1 VVI V 2.Dt4 compression web bradng mutt be installed where shown 5. Incerporatlen or component le the responsibility of the building designer. ('a4�, A n‘.., <Q 3.AddXlonal temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at V V Is the responsibility of the erector.AdtlXlenel permanent bracing of 1 o.c.and at 1G o c.respeas ply unless braced throughout their length by • DATE: 8/10/2015 the overall structure lathe responsibility of the bidding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1:),'A y .�� S E 4.No load should be applied to an 4.In Impact bodging or later al bracing required the whpe she ce v c /"' ..1 1 l Q. : K 13 9 5 8 3 0 pp y component until after ell bracing and 4.Installation of truss Is he royonsibiq y of the respective contractor. U M fasteners are complete and at no time should any lads greater than 5.Design assumes trusses ars to be used Ina non.conoslve environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use, s.CompuTrua has no control over and assumes no responsibility for the 8.Designiassumes nal bearing at all supports shown.Shim or wedge if EXPIRES. fabrication,handling,shipment and installation of components. ^P b IAC; It/a��),r3/'y1 6 8.This assign is furnished subject to the IlmXatbns set forth by 6.7.Design assumes adequate located ndrainage b press,a. Il C�7 Gl+J I G V TPIANTCA in SCSI,copies of which will be furnished upon request. 8 MaPlats coinces shall ide with Joint center roes.th faces oMmss,and placed so their canter August 10,2015 MiTek USA,Inc./CompUTlUs Software 7.6.6(1 L}E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see EBR-1311,ESR-7968(MiTek) This designLUMBER-BC prepared from computer input by 16-06-08 GIRDER SUPPORTING 35-01-08 INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=(-6136) 1370 1- 6=(-864) 3722 2- 6=( -630) 2990 DC: 2x6 KDDF #1&ND;BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4064) 1092 6- 7=(-868) 3740 2- 7=(-1886) 570 WE: 2x6 KDDF STALOADING 3- 4=(-4064) 1042 7- 8=(-778) 3790 7- 3=(-1494) 5772 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 9- 5=(-6136) 1370 8- 5=(-774) 3722 7- 4=(-1886) 570 2x6 DF STAND A; 8- 9=( -630) 2990 2x6 KDDF #2 B TC UNIF LL( .0)+DL( 01.6)= 15.6 PLF 0'- 0.0" TO 16'- 6.5" V BC UNIF LL( 414.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 16'- 6.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. RIQIIRD STORAGEF DOES 012 APPLY DUE 12 NOT BEINIAL REQUIREMENTS OF INCB2012 AND INC 2012 NOT BEING MET. 0'- 0.0" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625) 16'- 6.5" -1450/ 6448V 0/ OH 5.50" 10.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP -/<- ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 2 row(s) throughout 2x6 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. `/�/ /yvy\ 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.039" @ 4'- 5.2" Allowed = 0.781" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.079" @ 4'- 5.2" Allowed = 1.042" MAX HORIZ. LL DEFL = 0.014" @ 16'- 1.0" MAX HORIZ. TL DEFL = 0.024" @ 16'- 1.0" 8-03-09 8-03-04 4-06-15 3-08-05 3-08-05 9-06-15 Design conforms to main windforce-resisting T 1 1' 1' ' system and components and cladding criteria. 12 12 M-4x10 Wind: 190 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 V7\19.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 34.0" Truss designed for wind loads in the plane of the truss only. M-3x6 11111 M-3x6 0 oAAIL® lY-MI5 10 . 7 B of 1 -M-5x10 M-3x8 ' M-7x10 M-3x8 M-5x10 0 1 y l R,Vd PROs 1. y �, cyGINE�.9 Sip2� 4-OS-03 3-10-01 3-10-01 9-OS-03 16-06-08 8782PE r /29 JOB NAME : POLYGON NW PLAN 7-A NH - A3j/',, Scale: 0.2332 WARNINGS: GENERAL NOTES, unless otherwise param to A./©' nc,Gvn2Q�� i.Builder and erection contractor Mould be advised et al General Notes 1.This design Is based only upon the parameters Mown and is ler an individual -vG./ .' Truss: A3 and warnings before construction commences, building component Applicability of design parameters and proper At r � 2.244 compression web bracing must be Installed where shown t. Incorporation of component la the responsibility of the building designer. ^y t.Y E 3,Additional temporary bracing to Insure stability during conetnictbn 2.Design 0.0.eassumesat13 the top and veltom chords to de lr throerallyughout braced at (,n 1 ` T o continuous a hes hin,respectively ply wsheathing(TC) and/their dhrwalgth by 'e( PA U L r\ Is the rosponsibllily olthe erector.Additional permanent bracing of continuous Meathing such as plywood aheeMing(TC)and/ortlrywail(BC). DATE: 8/10/2015 the overal structure is the reaponlbility of the building designer. 3.20 Impact bridging or Medd bracing required where shown r • 4.No bad should be applied to any component until ager all bradng end 4.Installation Is the responsibility of the respective contractor. SEQ.: K 13 4 5 6 31 fasteners are compete and et no time should any beds greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are ter^dry condition"of use. y((�� (� �c+ eh].A/ry .A p TRANS ID: LINK design bads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES:ES; 12/3 I/LO IN 6.DompuTrua has no control over and assumes no responsibility ler me neceesery. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 S.This design is furnished subject to the limitatiene set forth by I.Platnes es e wantedith on center taus of ttruss,and placed CO their center TPIM?GA In SCSI,copes of whichvdA be furnished upon request. 9.Digits indicate size o/pieta In inches. MiTek LISA.Inc./CompuTrus Software 7.6.6(1L)-E II.For basic connector plate design values see E58.1311,ESR-1988(MITek) 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc TC: 2X4 KDDF #1S BTR LOAD DURATION INCREASE = 1.15 spaCi llg. BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main oree-resisting system and components andd cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP Wind: 140 mph, h=21.3ft, TCDL=9.2,BC DL=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 PIF load duration factor=1.6, Truss designed for wind loads LL = 25 PIP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 004. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-06 3-06 1 T 12 1119-9X9 12 19.00 7 2 \14.00 A, 11111. o f N oO M-3x4 M-3x9 l l 7-00 �<0 �NG1N4-6, fp ZA 89782 PE <'` JOB NAME : POLYGON NW PLAN 7-A NH - B1 s,4 / ..ccam--- 'J Scale: 0.5570 </7. WARNINGS: GENERAL NOTES, unless otherwise noted Truss: B1 1.Builder and erection contractor should beadvised aralGeneral Notee 1.This design Is based only upon the parameters shownand Isfor anindividual "?� OREGON N, and VVeminga before construction commences. budding component AppllcabUdy of design parameters and proper `[ 2.2s4 compression web bracing must be Installed where thorn., IncorporeAon of component is Me responsibility of the Merely braced designer. (f/ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chords to be lefomAy braced et '^i�� .{ '��, is the responsibility of the erector.Additional permanent bracing of 1 o.c.and et 10'o.c.such cc sty unless braced throughout their length by 1 DATE: 8/10/2015 the overall structure is the responsibility ofthe budding designer. 24Impadcontinuou.Mgingl orr•tehevacng re aired hereeeunetlryweN(BC). �� �� 3.1atmpact oftrag is therelpracing ry of the where Me eu SEQ.: K1345832 4.Ncbad should mleteapplied toany component onlyafter all bracing and 4.Delegnbnofrroeaisthesbeuseofthe resperreeconreirsn fasteners are complete and at no time should any bads greater than 5.Design assumes Musses Cr.are to be used In a non-corrosive environment, TRANS ID: LINK design bade be applied to any component. and are for condition'of use. 5.CompuTrus has no control over and assume.no rears str ilty for the 6.Design assumes MI bearing at allsupporta Moven.Shim or wedge if fabrication.handing,shipment and installation or components. necessary. EXPIRES: 12 .1/ „. 6.This design is furnished subject to the limitations set forth by 7.Plates shall be aasumelos cated aded on both dth face Is truss,an d. August 10,20695f til G (� TPIPMTCA in BCSI,copies of which will be furnished upon request. 8.Inca coincide with Int centerhlirnes.e of truss,and plaid m their center MITek USA,Inc./CompuTrus Software 7.6.6(114.E9.Digits indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311.ESR-1958(MI7ek) Thin PACIFIC designLUMBER—BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 24'— 8.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 810BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 DF ; SPACED 24.0" O.C. system and components and cladding criteria. 2X9 KDDFF #1&Bi56TR B2 LOADING Wind: 190 mph, h=22.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 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. Gable end truss on continuous bearing wall UON. 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. 12-09-09 12-09-09 T '1 12 IIM-9x4 1212 7.00 7.00 z N_N WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS 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 DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. 1 B2 0 1 M-3x5(S) M-3x9 M-3x9 y10-00 19-08-08 y REQ PROPCO , 29-08-08 �6,:t fy ,r9 9782PE JOB NAME : POLYGON NW PLAN 7-A NH - Cl WARNINGS: GENERAL NOTES, unlessotherwise noted, 7A.OCr' REGON ys' �_J 7.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and le Bran individual 71✓ OR O'V c; t,.... Truss: Cl a M Warnlnps balers conevuctlen commences building component.Applicability of design parameters and proper �q RY 2.2a4 compression web bracing must be Installed where shown+. Deign assumes of component Is the responsibility of the buildingra designer. f.'G, 3.Additional temporary bracing to Insure stability during construction 2 Design end at l O the top and venom chords la d throughout urally braced et j°" �(y Ieins re sibil f the erector.AddIlanal bracin f 00i et7Phis.rsuch pbely sed ebraceticiendlmeltlength). .rl UL [�`v responsibility o permanentg o continuous sheathing each as pyvrootl aheetMng(TC)endlor drywaA(BC). `S DATE: 8/10/2015 the overall structure le the responsibility of the building designer. I 28 Impact bridging or lateral bracing required where shown++ SE K 13 4 5 8 3 3 4.No bad should be applied to any component until alter all bradng and 4.Installation of truss is the responsibility of the respective contractor. 4•• 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. design bads be applied to any component. end are for"dry condition"ri of use. yVy� �+ ry J.t� )y� .{ TRANS ID LINK ponsr M6.Design aawmes full bearing at all wpporisshown.Shim or wedge if EXPIRES: 12/31/'2016 • S.CornpuTrus has no control over and assumes no responsibility for the neceawry. fabrication,handling.shipment and installation of components. T.Design assumes adequate drainage is provided. August 10,2015 8.This design is furnished subject tome limitations eel forth by 8.Plates shall be located on both faces of truss,and placed so their center TPW4TCA in 8181.copies of which will be furnished upon request. Ilnes 9.Sighs einolde with joint oi plate center lines. in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 Weld This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS LU: 2x4 KDDF CATIOR TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2855) 608 1- 7=(-473) 2459 7- 2=( -195) 1460 WC2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1140) 335 7- 8=(-466) 2401 2- 8=(-1691) 453 LOADING 3- 4=( -987) 311 8- 9=(-199) 1225 8- 3=( -172) 678 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 4- 5=(-1544) 313 9- 5=(-198) 1227 8- 4=( -556) 202 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( 0) 57 4- 9=( 0) 326 OVERHANGS: 0.0" 12.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA "* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed = 1.190" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed = 1.586" MAX LL DEFL = -0.002" @ 25'- 8.5^ Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 25'- 8.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.077" @ 24'- 3.0^ 12-09-09 12-04=04 MAX HORIZ. TL DEFL = 0.128" @ 24'- 3.0" 5-10-12 6-05-08 4 5-03-07 T Design conforms to main windforce-resisting '� I 7-00-13 system and components and cladding criteria. I I I 12 12 Wind: 140 mph, h=22.eft, TCDL=4.2,BC DL=6.0, ASCE 7-10, 7.00 IM-9x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 3 in the plane of the truss only. N_li M-3x9 M-3x6 4� r. 6e M-3x5 o M-5x6 oSI _1co 1k 8 g '5 f M-5x10 M-1 5x3 M-3x4 o 0 . 3.50 3.50 C,- 12 12 12 1 y 5-09 5-03-08 y 6-07-03 l l 7-00-13 1 y y y 5-09 5-03-08 29-08-08 13-08 1-00 ..,,0 ''.‘°11‘4 '.61.NG Efi�ssf� '` /_ 8 782PE JOB NAME : POLYGON NW PLAN 7-A NH - C2 Scale: 0.2375 N, --6-'f WARNINGS: GENERAL NOTES, unless otherwise noted �� 1' Truss' C2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown and is for an Individual '" ,OI_'SEGO/�I and Warnings before construction commences building component.Applicability of design parameters and proper -Y V F1G L�V I V !rte s„ 2.204 compression web bracing must be Retailed where shown r. incorporation of component Is the responsibility of the building designer. �/ 1J �( 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at ""� 8 `�`q[Z y .• DATE: 8/10/2015 is me responsibility ohne erector.Additional permanent bredng of 2 o c and at 10 os.reepectrely unless braced throughout their length by f/W T the overall structure la the responsibility of the building designer, continuous sheathing or such as plywood required et where s and/or drywaN(BC) SEQ.: K1345834 4.No bad should be applied to4.7:e Impact bridging Crus is the relpreangry of the whpresne contractor. A..UL any component unfit eller ail bracing and 4. latlan of truss is the responsibility of the respective contractor. A fasteners are complete and al no time should any loads greater than 5.Design assumes truaves are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"cruse. 5.CompuTms has no control over and assumes no responsibility for the 6.Design e sigassumes lull bearing Cl all supports shorn:.Shim or wedge 0 fabn«tion,herldling,shipment and installation of components. EXPIRES.' 1/')/t]1) �r 8.This design Is furnished subject to me limitations set forth by B.Design assumes adequate drainage Is provided. G/t7 ! V TPIMTCA in SCSI,copies of which will be furnished upon request. 9.limes coincideelocated ih Jj int c,m,lines.es a of truss,and placed no their center August 10,2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E S.Digits indicate size of plate in inches. 10.For bade connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER : SPECIFICATIONS DURALUSS SPAN 35'- =1.5" LOAD DURATION INCREASE = 1.15 1- 2=(-2890) 810 1- 7=1-593) 2485 7- 2=( -234) 1475 TC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=(-1185) 519 7- 8=(-534) 2426 2- 8=(-1650) 445 2x4 KDDF #1&BTR T2 3- 4=( 0) 0 8- 9=(-387) 1244 8- 3=( -217) 641 WE: 2x4 KDDF ST&NDA LOADING 3- 5=(-1025) 424 9-10=(-386) 1245 8- 5=( -547) 364 WEBS: 2x9 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1540) 527 10- 6=(-427) 1224 5- 9=( 0) 232 TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -241/ 1057V -126/ 128H 5.50" 1.69 KDDF ( 625) NOTE: 2x4 BRACING AT OT" HC UON. FOR 24'- 2.5" -17/ 365V 0/ OH 131.00" 0.58 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES 012 APPLY DUE 12 NOT BEINIAL 35'- 1.5" -760/ 1084V 0/ OH 131.00" 1.74 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR l OPSF LIVE LOAD. TOP ICOND. 2: D.•r;.r ae r-ra.-i'-i+-..- a+'- A-i 1_: `--".ei"'..",,,1'g' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ver.ica or equal at non-structural MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed= 1.187" vertical members (tion). MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed = 1.583" Unbalanced live loads have been MAX HORIZ. LL DEFL = 0.079" @ 24'- 8.4" MAX HORIZ. TL DEFL = 0.130" @ 24'- 8.4" considered for this design. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 17-06-12 . load duration factor=l.6, T 17-05-13 Truss designed for wind loads 5-10-12 6-05-08 5-02-08 0-00-15 in the plane of the truss only. 'f 2 f II54-4x4+� 12 12 12 M-5X6 Gable end truss on continuous bearing wall. 7 00 4 Q 7.00 Q 7'00 M-1x3 or equal typical at stud verticals. /i Refer to MiTek gable end detail for M-4x6 r e complete specifications. 3 �M-4x4 ^�S' M-5x6+ ` 0 M-3x6 I eS 2 0 is I iPa� M-3x5 7 � 1\ � 0 o M-5x6 e _ „ I 1!� e M-3x5 la M-3x69-(S) M-3x9+ o M-5x10 r 12 3.50 3.50 D ��, P R O,�S 12 12 l y y y l 1 ITV fir.. 5-09 5-03-08 y 6-07-03 6-06-13 10-11 )' y C7 <.," '43'. C2,�; y 5-09 5-03-08 24-01 1-00 0) '4 ' /89782PE 9r' y 35-01-08 1-00 / / i-7 - JOB NAME : POLYGON NW PLAN 7-A NH - D1 = - \_.. " scale: 0.1790 -7 OREGON (-‘7'. 'Q WARNINGS: GENERAL NOTES, unless otherwise noted' •14V I.Sulkier and erection contractor should be advised deli General Notes 1.This design le based only upon the parameter.shown end is for an lndMdusl "y' ""q C'fv Alj Truss: D1 end Wa pew boPore 40..e.eoen commences. building component.Appllcabltihy of design parameters and proper a l ! 1 2.2.4 compression web bracing moat be Installed where shown.. Incorporation of component Is the reepondbglty of the building edetdesigner. JJ^�ys [j. S.Addgbnal tem bracing to Insure stability during construction 2.Design assumes Me tap and bottom chords to be laterally braced el r�U L {` temporary g T u.c,and al 10'o.c.respectNely unless braced throughout their length by IB Me reeponelbllgy of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure Is the responsibility of gra building designer. 3.2s Impact bridging or lateral bracing required where shown e" 4.No load should be applied to any component untH alter all bracing and 4.Installation of truss Is the responslbNty of the respectNe contractor. �j �'f fj !�/'�.4 REQ. K1345835 fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosIve environment. F""CR�a7: �2It7�ILV t and are for"dry condition"of use. TRANS ID: LINK design loads be apNied to any component. 6,DeNgn assumes full bearing at all supports shown.Shim or wedge if August 10,2015 5.CompuTrus has no control over and assumes no responsibility for the neyseary, fabrication,handling,shipment end Installation of components. 7.De69n assumes adequate drainage is provided. 6.This design is furnished subject to the Ilmeat055 set forth by 8. as coi ncide wbe oc located both ifaces of truss,and placed so their center In TPIIWICA SCSI,copies of which wig furnishedA e be furnished upon request. 9.Digits indicate akejof plate inrInches. Mi f ek USA,Ina./CompuTrus Software 7.6.6(1L)-2 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 1- 2=(-9268) 838 1- 8=(-669) 3798 8- 2=( -303) 2203 11- 6=(-251) 211 WEBS: 2x9 KDDF STAND 2- 3=(-1985) 489 B- 9=(-657) 3711 2- 9=(-2202) 480 3- 4=(-1516) 498 9-10=(-239) 1697 9- 3=( -21) 320 TC LATERAL SUPPORT <= 12.0C. DON. LOADING 9- 5=(-1505) 452 10-11=(-216) 1597 3-10=( -671) 259 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2129) 509 11- 7=(-359) 1912 10- 4=( -275) 1096 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2348) 510 ** For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF 10-5-11=1( - 256 657)51) 499 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -215/ 1475V -232/ 232H 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 1.5" -215/ 1975V 0/ OH 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.206" @ 5'- 9.0" Allowed = 1.710" MAX TL CREEP DEFL = -0.412" @ 5'- 9.0" Allowed = 2.281" MAX HORIZ. LL DEFL = 0.127" @ 34'- 8.0" MAX HORIZ. TL DEFL = 0.211" @ 34'- 8.0" Design conforms to main windforce-resisting 17-06-12 system and components and cladding criteria. 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, 5-10-12 5-05-04 6-02-12 5-08-06 5-08-06 6-01-15 (All Heights), Enclosed, cat.2, exp.B, MWFRs(Dir), ff fload duration factor=1.6, T es d 7.00 nd 12 M-9x6 12 innuthenplaneeoffor thewtruss only. Q 7.00 4.0" i\ M-5x6(5) M-5x6(5) 0.25" 0.25" 3 M-3x8 M-1.5x3 2 cc 6 N M-3x 8B� 1 / 5a\ - x8 n o I 1+. ...,, 10 1'." o .M-6x6 0.25" 11 ...7 o M-3x4 M-3x5 1 a 3.50 3.50 p M-5x8(5) o 12 12 l y y 1 l l' 5-09 i' 5-03-08 y 6-06-04 8-07-07 8-11-05 y QED PR OFF J• 5-09 5-03-08 24-01 y .,`K%j � IN ��� 35-01-08 yC` 'T ' 8 782PE vc'` JOB NAME : POLYGON NW PLAN 7-A NH - D2 /� Scale: 0.1739 � i WARNINGS: GENERAL NOTES, unless otherwise noted 'ry Truss: D2 f.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 1� OREGON ,� and Warnmga before construction commences building componentApplkablllty of design parameters and proper J OREGON h• �. 2.2x4 compression web bradng must be installed where shown+. incorporation of component Is me responsibility of the building designer. V 3.Additional temporary bracing to insure stability during construction 2.Design and St tut the top and bottom charts to beroughlaterally braced et " .. �"a V .{ '{+� • is the responsibility of the erecter.Additional permanent bractng of 2 5.5.and at 10 o.c respeclNety unless braced throughout their length by `1 I 1 �� DATE: 8/10/2015 the overall structure la the responsibility of the building designer. conllnuouaridgingloraterlbair,g duiredwereshonn/ar tlrywap(BC). /s� 4.No load should be applied to an 3.Zit Impact bridging or lateral bracing required where shown*♦ r-- SEQ.: K 13 4 5 8 3 6pp y component until after ail bracing and 4.InataNatlon of tons Is the responaibEly of the respective contractor. fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS ID: LINK design toads be applied to any component and are for"dry condition.ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design� aswmes full bearing at all supporta shaven.Shim or wedge if t�.N /�/�{ fabrication,handling.shipment and installation of components. 7.Design assumes..equate drainage Is provided, EXPIRES: 1 2/3 I/20 1 6 6.This design Is furnished subject to the limitations set forth by S.Plates shah be located on both faces of truss,and placed so their center August 10,2015 TP WVTCA In BCSI,copies of which will be furnished upon request. linea coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1L}E g.Digits indicate size of plate In Inches. 10.For basic connector plate design values we ESR-7311.E518-1868(MITek) This FIC designLUMBER-BC prepared from computer input by PACI TRUSS SPAN 35'- 1.5" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacillg• LUMBER SPECIFICATIONS TC: 2x9 KD➢F #1&BTR LOAD DURATION INCREASE = 1.15 Design co❑foYms to main windfoYce-resisting SPACED 29.0" O.C. system and components and cladding criteria. BC: 2x4 KDDF #1SBTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=24.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, Unbalanced live loads have been TOTAL LOAD = 92.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UOS. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-102 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-06-12 17-06-12 5-10-03 5-10-03 11-08-09 11-08-09 '1 12 I IM-4x4 12 7.00 p 4i44 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), 10010711111111°.°11. IA HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING 44M-3K5 (s) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION M-3x5(s)++ POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY THE DESIGN OF THLATERAL BRACING TO THIS HINGE FPC SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL :RACING TO THE HINGE CONNECTION SITUATION. No 2 161 4. o 6 I M-3x5(5) o M-3x4 M-3x4 yC p)"PRQp 17-06-12 17-06-12 co _INE- ,v0 —y 35-01-08 4.14 p p 1-00 4t. 89782PE JOB NAME : POLYGON NW PLAN 7—A NH — D3 '/,,�- '---,- >-~__ Scale: 0.2314 ^ WARNINGS: GENERAL NOTES, unless otherwise notedp �-r�/,, to I Builder and eredbn contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for en individual 1.4/ ,©r1 5.71'"�ry�7^J '•" Truss: D3 arMWambge baler,construction commences. building componentApplicability of design parameters and proper r y"" Er 2.244 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,q 4 R y j J (j� 3.Additional temporary bracing to insure stability during construction 2.Design assumes10'the top and bottom chords to d throughout Irterally braced et j,� v Tntinant ate hin.rsash as plywoodsbracedTl)enr drpeir length). r'. thw UL (; Is the responsibllM/o/the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tlrywaA(BC). !"'f., V- DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or Ateral bracing required where shown a+ SEK 13 4 5 8 3 7 4.No load should be applied to any component ante after all bracing and 4.Installation tin of truss la the responsibllty of the respectNe contractor. 4•• fasteners are compete and at no time should any loads greater than 5.Desi assumes trusses are to be used Ina non-corrosive environment, and are for"dry condition"of use. TRANS ID: LINK design bads beapplied toany component. B.Design assumes full bearing at all aupporhehot..Shim orwedge il EXPIRES: 12/31/2016 S.CompuTrus has no control over and assumes no responsibility ler the necesgry. .I fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August O 2O 1 5 f I'M 8.This design Is furnished subject to the limitations set forth by 8.Plates shallbe tent nl faces of centerruss,and placed so their center TPICA In SCSI,copies of which MO be furnished lahetl upon request. Inees. S.Digits Indicate sinofplate in inches. MiTek USA,Inc.lCompuTfus Software 7.6.6(11)-E t0.For basic connector pate design values see ESR-1311.ESR-loss(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION TRUSS SPAN 35'- 0,0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2309) 503 1- 8=(-348) 1971 2- 8=(-225) 205 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2088) 501 8- 9=(-216) 1658 8- 3=( -45) 460 LOADING 3- 4=(-1496) 451 9-10=(-214) 1589 3- 9=(-640) 253 TC LATERAL SUPPORT <= 12"OC. UON. 4- 5=(-1495) 450 10- 7=(-359) 1902 9- 4=(-282) 1122 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-2109) 505 DL ON BOTTOM CHORD = 10.0 PSF 9- 0=(-650) 255 .. For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF 6- 7=(-2336) 509 5-10=( -50) 483 10- 6=(-251) 211 LL = 25 PDF 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" -216/ 1470V -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 1470V 0 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. / OH 5.50" 2.35 KDDF ( 625) 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacijrg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.098" @ 17'- 5.2" Allowed = 1.704" MAX TL CREEP DEFL = -0.199" @ 17'- 5.2" Allowed = 2.272" MAX HORIZ. LL DEFL = 0.045" @ 34'- 6.5" MAX HOAR. TL DEFL = 0.075" @ 34'- 6.5" Design conforms to main windforce-resisting 17-05-04 system and components and cladding criteria. 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-00-07 5-08-06 5-08-06 5-08-06 5_09_06 (All Heights), Enclosed, Cat.2, Ex B, MWFRS(Dir), 12 '� ,� 6-01-15 load duration factor=1.6, 'r Exp .B, Truss designed for wind loads 7.00 M-4x6 12 in the plane of the truss only. 4.0" 47.00 4 ./-, M-5x6(5) M-5x6(5) 3.1 0.25" 0.25" M-1.5x3 1-1 M-1.5x3 M O \ //i I � o c o M-3x5 M-3x4 90.2" +*7 O M-3x9 M-3x5 0l M-5x8(S) lPR OFks 8-10-11 y 8-06-09 ). 8-06-09 ). 9-00-03 ), � 4r l_ 35-00 - fr 4t` �89782PE 9r JOB NAME : POLYGON NW PLAN 7-A NH - D4 7, ,,,...„...-.2.<-------7 Scale: 0.1922 ,., GS: GENERAL NOTES, unless otherwise noted' � 1,..�-�-�- 'M1 .... Truss: D4 BuilderWarnings sbefon coMractorshould commences. be advised or all General Notes ThiscodesigIs net.Applicability parameters and and proper individual 1. 9i►-.,_.,r..„ f1/�y' �_J and Warnings belore construction wmmeneee. building component.Appllmdllty of design Parameters ant proper 7�t� V 4-I V,V Q ' 2 2a4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer /s a Y1 3.Additional temporary bracing b Insure etaWllty during conatrudbn 2 Design assumes the tap and bottom chorda to be laterally braced at q�.. q�Y V Is the roaponsibilMy of me erector Adtlgbnal permanent bracing o/ 7 o c.end et 1 V o c respectively unless braced throughout their length by �-{ DATE: 8/10/2015 the overall structure Is me responsibility of the building tlesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) ���� V 3.2t Impact bridging or lateral bracing required where shown♦+ SEQ.: Ki3 4 5 8 3 8 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responablgty of the respective contractor, fasteners are complete and at no time should any loads greater than S.Design assumes masse are to be used inc noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are far"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES. / c e� )!�/'{{ fabrication.handling,shipment and installation of components. YN�(R J6 : 1 2/sJ1,i SJ[ 8.This design is furnished subject to the limitations set forth by B.PlatPlates shall be located all bees adequate drainagefaces D provided. August 10,2015 MAMMA in BCSI,copies of Mich will be Nmished upon request. 8 Nes coincide with int enter line.a of truss,and placed so their center 9.Digits Indicate she of plate In Inches MTek USA,Inc./Compulrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(WOW) This design prepared from computer input by Pacific Lumber & Truss (DM) IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS DURALUSS SPAN 7'- 5.0" LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-9=(-100) 137 2-9=(-208) 161 TC: 2x4 ROOF #1&BTR SPACED 29.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 BC: 2x9 KEEP #1&BTR WEBS: 2x9 DF STAND; LOADING 2x9 KDDF STUD ABEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 11- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. UON. 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soaci g. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/150 Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. MAX LL DEFL = CT.ON5" @ , L L/24 Allowed = 0.100 considered for this corner.. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed= 0.133" JT 1: Heel to plate corner = 4.25" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed - 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed= 0.367" 6-03-04 , 1-01-12 MAX HORIZ. LL DEFL -.f MAX HOER. TL DEFL = 0.001" @ 7'- 2.2" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.50 D Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, 04-3x9 End ve designed are exposed to wind, Truss designed for wind loads 2 in the plane of the truss only. IIILs 0 CD r0 AIIIIIIIIIII ..I Ill m M-3x8 M-3x8 M-3x5 1 ), l 6-03-09 1-01-12 Jr l Jr 1-00 6-05 k y 7-05 \� �{,�GN k- i,9 O 414 17 ' 8 782PE r- JOB NAME : POLYGON NW PLAN 7-A NH - E 1 /i�' = Scale: 0.5166 WARNINGS: GENERAL NOTES, unless otharwlsanoted: -af4OREGON�p'`.i I.Builder and erection contractor should be advised of all General Notes 1.mle design Is based only upon are parameter.shove and is for en Individual Truss• El and Warnings before construction commences, budding component Applicability of design parameter.and proper ['s Z.Zc4 compression web bracing must be Installed where shorn v. Design hoarpoassu of component nl is the responds to of the allybuilbraIng designer. 'y A`.. '� 2.Design assumes the top and bottom chords to be laterally braced at f ` 3.Additional temporary bracing to insure stabilhy during construction T o.c.and at 10'u.c,respedNely unless braced throughout thek length by • 7"a� �1 NI Is Me responsibility al the erector.Additional permanent bracing o/ continuous sheathing such as pl/wood aheatmng(TC)and/or drywall(BC). /" UL DATE: 8/10/2015 the overall structure is the respondbbily of the building designer. 3.2a Impact bridging or lateral bracing required where Mown.. 4.No load should be applied to any component until after all bracing and 4.Inebgabon of truss la the responsibility of the respective contractor. SEQ.: K 13 4 5 8 3 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, end are for*dry condition'of use. yryry pI���''++ 12/31/2016 T RAN S I D• LINK design bads be applied to any component. B.Design assumes hal bearing al sig supports shown.Shim or wedge II Xi �R ES: 5.ComWTrue has no control over and assumes no responsibility for me necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 UW 8.This design is furnished subject to the limitations set forth by B.Platesshall be located on Int center es oftruss,and placed so their center TPfCA in SCSI,copies of which will be furnished upon request. s. g.Digits indicate eke of plate in inches. MiTek USA,Ino,/CompUTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(Mack) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TC: 2x9 KDDF #1013TR TRUSS SPAN 7'- 5.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 42-4=)-/Cq=1.00 BC: 2x9 KDDF #108TR 1-2=(-196) 62 1-9=(-100) 137 2-9=(-208) 161 WEBS: 2x4 DF STAND; SPACED 29.0" O.C. 2-3=( -26) 12 9-5=( 0) 0 2x9 KDDF STUD A LOADING LL( 25.0)-(DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) cobalanced live loads have been 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) ns idered for this design.Un LL = 25 POP Ground Snow (Pg) JT 1: Heel to plate cornet = 9.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed = 0,275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-09 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 9.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3X4 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, p End vertical(s) are exposed to wind, Truss designed forwind loads �� in the plane f the truss only. 1 0 to 0 1 m I 06 III.- II I M-3x8 M-3x8 M-3x5 6-03-09 i' 1-01-12 1-01-12 1 y 1-00 6-05 y J' ). 7-05 � ��D PR pcFS� ,I, r•yGlN R 'C7 4t' 89782PE tet`` JOB NAME : POLYGON NW PLAN 7-A NH - E2 %' Scale: 0.5166 "' r, ,�� WARNINGS. GENERAL NOTES, unless otherwise noted: -71_,...__,-.0- ;,.-- I Builder and erection contractor should be advised of sa General Notes /.. ---- 1.Tnls design Is based only uon theOREGON �J --- Ns TPUSS: E and Warnings before construction commences. building a parameterssignparameters and la for en individual VfICG©f� 2 2a4 compression web bracing must be Installed where shown•. Ince 9 component Applicability of design lity of the and proper V I 1 C �,J g mu incorporation or component lathe responsibility rine w Iding dealgner. � �a �... 3.Additional temporary bracing to Insure stability duringcenstructlon 2 Design assumes the top and bottom chords to be laterally braced at DATE: 8/10/2015 h the responsibility of the erector.Additional permanent bracing of f o.c.end at lo o.c.respectively unless braced throughout their length by -+ the overen structure is the responsibility of the building designer. continuousnsentsheathinginsuch as eHcg plywoodsheathing(TC)uirwheresand/ordrywell(BC). P� SEQ.: K1345840 4.No roadshhouldbeappliedtoa 4. tmptibodgingmhterelpredngryofthewhpreshown.e A 111 �'1 any component anya after 4.Installation of sletheareteb bllltyofthe respective nn&ceMrecar. -AUL fasteners ere complete and at no time should any pads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are kr"dry condition'of use. 5.Compalrua has no control over and assumes no responsibility ler the S.Designessumes full bearing at an supports shown.Shim or wedge it EXPIRES: ry p fabdcatlon,handling,shipment and Installation of components. necessary. LXr'nE /I}� rya.IC S.This design is furnished subject b the Ilmnatbns set forth by 7.Design assumes adequate all be located on bath faces is provided. EX(- FIG V 3 L f V TPIAA CA in BCSI,copies of which MN be furnished upon request. 8 Ines coincide with int center lines. s of Was,end placed w their center August 10,2015 MITek USA,Inc./CompuTrus Software 7.6.7(7L}E 9.Digits Indicate size of plate In inches. 10.For basic connector Mete design values we ESR-1311,ESR-1988(Welk) z This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER 4PECIFICATIONS INC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR TRUSS SPAN 4'- 6.B" 1-2=(-79) 23 1-9=(-68) 60 2-9=(-192) 120 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-26) 12 9-5=( 0) 0 LOAD DURATION INCREASE = 1.15 WEBS: 2x9 DF STAND; LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 2x9 KDDF STAND ALOCATIONS BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REACTIONS SIZE SPECIES) 0.3 BC LATERAL SUPPORT <= 12"OC. UON. SQ.IN. ( TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -2 REACTIONS 233V -18/ ONS 5.50" SQ. KDDF ( 625) TOTAL LOAD = 42.0 PEP 9,- y B" _24/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) Unbalanced live loads have been LL = 25 POP Ground Snow (Pg) considered for this design. ks012- 2: D-,.mss.as ae sK� _.� �� -,__..,�•�o-�._ �r , tea g. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ST 1: Heel to plate corner = 4.25" REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. MAX LL DEFL = -0.005" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133"MAX LL DEFL = 0.010" @ 3'- 9.9" Allowed = 0.132" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.019" @ 3'- 4.9" Allowed = 0.176" 3_05 1-01-12 MAX HORIZ. TL DEFL = -0.000" 6 4'- 9.0" T Design conforms to main windforce-resisting 4.50 D 12 system and components and cladding criteria. Wind: 190 mph, h=20ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. -/ M-1.5x3 o -.1111111141 0 0 I o 'I N 1 � 1�1 / -/ 624 ► S M-3x8 M-3x8 M-3x4 l 1 )' 3-05 1-01-12 Jr Jr * 1-00 3-06-12 y i' 4-06-12 rR }FcE / .. 6, 0* 4t- 89782PE JOB NAME : POLYGON NW PLAN 7-A NH - E3 Scale: 0.5632 i WARNINGS. GENERAL NOTES, unless otherMaenoted: 17A.OREGON t.Builder and erection contractor should be advised of ad General Notes 1.This design la based only upon the parameters shown and is for en Individual yd�s� Y� yyy���Q� � Truss: E3 and cowarning.before conatrudiou commences. buildiIncorporation component.Applicability is of design parameters and proper �y�a , A y;, Incorporation of component Is the reparameters of the banding designer. �f V g.Di4 compression web bracing muss be installed where shown�. 2.Design assumes the lop and bottom chords to be laterally braced al a.s 3.Additional temporary bracing to insure stability during construction T o.c.and at 17 a.c.respectBely ureas braced throughout their Cnglh by !'s^ y� is the responsibiley of the erector.Adtlglonal permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). /"/^� s DATE: 8/10/2015 the overall structure Is the responsibility of the budding designer. 3.2c Impact bridging or lateral bracing required where shown*. 4.No load ehaun be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the respective contractor. SEQ.: K 13 4 5 8 41 fasienero are complete and at no time should any bads greater than 5.Design assumes trusses are to be used ins noncorrosive environment, and ere for"dry condition"of use. �•�/�] /'y y f (}{(� TRANS ID• LINK design bads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim orwedge if EXPIRES:IRI=S. �G7 �/ +•� 5.CompuTruehunoconholover and assumes rmresponsibillNfor the nesignary. August 10,2015 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is proWded. e.This design N furnished subject to the limitations set forth by 8.plas Plates shall be e located ted on centerboth thliffaces of Uuss,and placed co their center TPNNFCA In 8C51,copies of which corp be furnished upon request. nes. B.Digits indicate eke of plate In Inches. MiTek USA,Int./CompUTria Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 RODE #16)3TR TRUSS SPAN 22'- 0.0" BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spaciilg. SPACED 29.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. DON. system and components and cladding criteria. LOADING Wind: 140 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall U0 , REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, I 11-00 11-00 1 12 7.00 IIM-4x9 12 3 Q 7.00 1111 o M-3x5(S) o 0 M-3x4 M-3x4 y b 10-00 y 12-00 1-00 22-00 �,,4A: NGtN '�� i. ,89782PE JOB NAME : POLYGON NW PLAN 7—A NH — Fl Scale: 0.3307 / ,/,_,,...,..:2,, --'' WARNINGS: GENERAL NOTES, unless otherwise noted r ",-YS-77�. Truss: Fl Builder and erection contractor should be advised of all General Betas This design Is based only upon he ((� and Warninge before wnatructlon commences building component.Applicability parameters ar shown and is for an lndNidual OREGON ry^' 2,204 compression web bracing must be ine4ibtl where shown 4. incorporation of component la the responsibility parameters and proper V I 1 4l V'Y ly 3.AdtlAbnal temporary2.Design a Pone fthe building designer, \! bracing to Insure elabllAy during construction assumes the top end bottom chords to be laterally braced et "'t�� VA a.� A r V (}-. DATE: 8/10/2015 Is the responsibility ofthe erector.Additional permanent bracing of 2cc.and at 10 c.c.Such cc sty unless braced throughout their length by 'l/"( J the overall structure is the responsibility of the building designer. continuous sheathing such as pynro re uirsheathing(TC)whe hnucrrend/or tlrywell(BC). ` SEQ.: K 13 4 5 8 4 2 4.No load should be applied to any component until ager all bracing 4.Installation s Impact of Crus i theere!bracing required the where shown++ �1 1 fasteners are complete and et no thee should anyloads and 4.Design ass of truss Is are to o be ility of the reapedlve contractor, A L TRANS ID: LINK design loads bee led to an pone greater than 5.Design aasumeaondMa"ro bbe used ince non-corrosive environment no yram M, and are for"dry contlAlon''of use. 5.design to us has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports Mown.Shim or wedge if febricetlan,handling,shipment and installation of components. cos ry. EXPIRES:. 12/31/2016. S.This design b Nmlehetl subject b the limitations sat forth by 7.Design assumes adequate both faces k provided. 7PIPANCA In BCSI,copies of which will be Nmished upon re S.biosc shall be located on beth faces of trues,end placed so mak center August 10,2015 p quest. lines coincide with joint center liner MITek USA,Inc,/CompuTrus Software 7,6,6(1L)-E 9.Digits indicate she of plate In Inches. in,For basic connector plate design values see ESR-7371.ESM1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 22'- 0.0" 1_ 2=( 0) 57 2- 8=(-181) 1109 3- 8=(-299) 232 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2- 3=(-1360) 305 8- 9=( -88) 718 8- 49=(-126) 521 =(-126) 5 WE: 2x4 KDDF ST6NDR 3- 4=(-1195) 337 9- 6=(-207) 1085 21 4- 9=(-126) 232 4- 5=(-1195) 337 WEBS: 2x9 EDIT STAND LOADING 5- 6=(-1360) 305 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6=( 0) 05 DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. 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) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 153H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. ..� ,.T„�+1t+g, ICOND. 2: D-,-..,.01..-1.1a-1-...,“._...-1.1a-1-...,“._. Q.. �.........� 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 = -0.035" @ 14'- 6.1" Allowed = 1.054" MAX TL CREEP DEFL = -0.071" @ 14'- 6.1" 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 = 0.016" @ 21'- 6.5" 11-00 MAX HORIZ. TL DEFL = 0.026" @ 21'- 6.5" 11-00 T Design conforms to main windforce-resisting T 5-03-03 5-03-03 5-08-13 system and components and cladding criteria. ,r 5-012 f12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'C.17.00 load duration factor=1.6, 7.00 Truss designed for wind loads 9.0" in the plane of the truss only. 4 4,( Jl�i\ HI M 1:4-1.533 -1.5x3 3 Alliki.k Aillilliiiiih. ,r, . N o o 1rIMMIMMIMIMMIMMIMMIliMIMM.- *MI uu a v o1 B 9 f M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 o y ).• 7-05-14 -05-14 7-00-05 y .coPROpe, y 10 00 12 0o ) i' ~� .46INEe. /o 1-00y1-00 z2-oo qty ,89782PE l ) / JOB NAME : POLYGON NW PLAN 7-A NH - F2 Scale: 0.2557 \ GENERAL NOTES, unless otherwise noted: p /''r - _ �...� WARNINGS: IIj+- 1\Stir ON�U� 1 1.Builder and erection contredar should be advised of all General Notes 1.This design M based only upon the parameters Movm and la for an individual I�� and Warnings before construction commences. building component.Applicability of design parameters and proper /r� �� Truss F2 Incorporation of component m the responsibility of building designer. l ` 2.2a4 compression web Dradng moat be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced al /7!,,-i `V 3.Additional temporary bracing to Insure stability during construction 2'o.c and at 10 o c respectively unless braced throughout their length by "t �" !+t 1 Is the responsibility of the erector.Additional permanent bred of conllnuous Meathing ouch as pNw'O°d eheathing(TC)end/or tlrywaX(BC) u1+. DATE: 8/10/2015 the overall structure lathe responlbillty of the building designer. 3.9:Impact bridging or lateral bracing required where shown s+ _ 4.No load should be applied to any component untg after 0bradog and 4.Installation of truss is the responsibility of the respective contractee. SEQ.: K1345843 fasteners are compete and at no time should any beds greater than 5.Design assumes bussesere tobe used insnen-c°meaweenvironment, and are for"dry condition"of use. EXPIRES: 12/31/2016 T RAN S I D• LINK design bade be applied to any component. a.Design assumes NII bearing at all supporta Mown.Shim or wedge if 5.ComWTrua hes no control over end assumes no responsibility far the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage a provided. August 10,2015 8.This design is furnished subject to the limaations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPVWFCA In SCSI.copies of which colli be furnished upon request. lines coindde with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA.Inc.ICompuTrus Software 7.6.6(1L)E II.For baaleconnedor plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS LU: 2x4 KDDF C14IOR 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12708) 2820 1- 8=(-2334) 10626 8- 2=( -536) 2544 11- 6=(-1920) 470 WEBS: 2x4 KDDF STAND; 2- 3=(-10490) 2372 8- 9=(-2318) 10550 2- 9=(-1920) 470 6-12=( -536) 2544 2x4 DF STAND A; LOADING 3- 4=( -8090) 1872 9-10=(-1904) 8850 9- 3=( -776) 3504 2x6 RODE #2 B TC GRIP LL = 25 PSF Ground Snow (Pg) 4- 5=( -8090) 1872 10-11=(-1904) 8850 3-10=(-3170) 760 BC GRIP LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-10490) 2372 11-12=(-2318) 10550 10- 4=(-1814) 7896 TC LATERAL SUPPORT <= 12"OC. UON. ( 414.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-12708) 2820 12- 7=(-2334) 10626 10- 5=(-3170) 760 BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5-11=( -776) 3504 ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. Join together 2 ply with 3"x.131 DIA GUN BEARING MAX VERT MAX BRG REQUIRED BRG AREA nails staggeredBOTTOM CHORD CHECKED FOR IO PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACT/ONS S SIZE SQ.IN. (SPECIES) at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 top chords, 22'- 0.0" -1908/ 8576V 0 7" oc in 2 row(s) throughout 2x6 bottom chords, / OH 5.50" 13.72 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. COND 2• D h 1 d f f 5 f1 1 f d lg VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.144" @ 14'- 6.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.291" @ 14'- 6.8" Allowed = 1.406" MAX HORIZ. LL DEFL = 0.048" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.081" @ 21'- 6.5" 11-00 't 11-00 Design conforms to main windforce-resisting 9-03-12 system and components and cladding criteria. 3-05 3-03-09 3-03-09 3-05 I 1" I I 9-03-12 Wind: 140 mph, h=22.9f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 I I I (A11 Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), 7.00 M-6x6 12 load duration factor=l.6, Truss designed for wind loads Q 7.00 in the plane of the truss only. 6.0" 4 M-3x6 M-3x6 3 1k M-3x62r 11166k Al 6M-3x6 `` l` M-6x10 ,n �0 I� M-6x10 A . � ���®��.e�!��®moi '� O 1--- 8 9 o M-3x8 10 11 M-6x8 0.25" M-6x8 3 -'7 0 M-3x8 0 =M-8x8(5) l y y 5 l , 1 4-02 3-03-04 3-06-12 3-06-12 3-03-09 4-02 `��D PROi - , 1 22-00 l „So ,AyGINE�-1S' tS'/0 2 `t` 89782PE mac-' JOB NAME : POLYGON NW PLAN 7-A NH - F3 �'� scale: 0.2911 :�,/'-"" :=7,/,- WARNINGS: � �+ GENERAL NOTES, /� 1.Builder and erection contractor should be advised of A General Notes unless upon the parameters s' Truss: F3 7.This design is baud onlyu on the --- and Warning.before construction commences. buildingp dregaparameeteerrs and;ro;;;individual .yrs,F'\p /`�/'1f(� 2.2c4 compression web bracing component.ApplkabilMy of design 7 V I-1 4141!Vy2'Ah g must r e Installed where shown•. Incorporation of component Is the responsibility of the budding designer. / u V���' 3.Additional temporary bracing to Insure stolidly during corrolructlon 2.Design assumes the top and bottom chorda to be Wholly braced at C/ C\J� DATE• 8/10/2015 i.the responsibility of the erector.Aremlonal permanent bracing o1 7 o.c.and at f a o.c.reepecdvely Naas breed throughout their length by [,� the overall structure k the responsibility of Me balding designer, continuous sheathing such as plywood sheathing(TC)end/or drywahBC). /r �\ SEQ.: K1345844 4.No load should be applied to any component unit after all bracing 3.Inbr stallation tobridging or the responsibility required the whereehe co ve pit UL \ lesienere are complete and at no the should anybeds Band 4. atlon ohm.la the are to ar the respectNe contractor. L TRANS ID: LINK design loads be applied k any greater man 5.Design assumes trusses are to be used In a non-corrosive environment, component. and are for"dry condition of use. dy for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If 5.CompuTrue has no control over end assumes no responaibll12/31/2016 ry/3 »('{ (� fabricetien,handling,shipment and Installation of components. neceaury, EXPIRES* 1L/471�LV�V 8.This design b furnished subject k Be limitations set forth by I.Design assumes adequate drainage Is provided. TPIASTCA In BCSt,copies of which v411 be furnished upon request. 8.APleve coincide with Joint centterllles.shall be located on bth s Ohms,and placed so their tamer August 10,2015 '1LFE 9.Digits indicate size of pieta In Inches. Mask USA,Inc./C ompulru,Software 7.6.6( 70.For basic connector plate design values use ES13-7311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 22'- 0.0" 1- 2=( 0) 50 2- 8=(-229) 1261 3- 8=(-311) 220 LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR LOAD DUSPTIED I24R0ASE C 1.15 2- 3=(-1504) 335 8- 9=(-103) 839 8- 9=(-111) 99 2 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 992 LOADING 9- 5=(-1318) 338 BC: 2x9 ROOF #1&BTR 9- 5=(-311) 220 5- 6=(-1509) 335 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 6- 6=( 0) 35 DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BEG 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 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 22' 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED I FOR lOPSF LIVE LOAD. TOP 1Q50. 2: Design checked for Det(-5 oaf) uplift at 24 "oc snacipg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LI, 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" @ 19'- 5.8" Allowed = 1.059" MAX TL CREEP DEFL = -0.088" @ 19'- 5.8" Allowed= 1.906" 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" Design conforms to main indforce-resisting 11-00 11-00 system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, f 5-09-04 5-02-12 5-02-12 5-09-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '� I` 12 load duration factor=l.6, End vertical(s) are exposed to wind, 12 M-4x6 '3 6.00 Truss designed for wind loads 6.00 in the plane of the truss only. 4.0" 4 A-' iu M-1.5x3 M-1.5x3 3 \ / o rn o W c d. I T8 • 9 I oI M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 0 ly L y ' 1 7-06-03 6-11-11 7-06-03 y y C4O PR Q D 10-00 � 12-00j, ,i, `� NrINE€ S/Q i-oa22-00 1-00 � � � -7 489782PE r / JOB NAME : POLYGON NW PLAN 7-A NH - G1sale, 0.2557 ....„.."),/,</ \ WARNINGS: GENERAL NOTES, unless otherwise noted , '�/ OREGON -''J I.Bolder and erection contractor Mould be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an individual �^a � Truss: G 1 end Waminge before construction commences, building component.Applicability or design parameters and proper ��� p r 2.284 compression web bracing must be installed where shown e. Incorporation of component la the responsibility of the building designer. 7 ,l :7 2.Design assumes the lop end bottom chorda to be laterally braced al 3.Additional temporary bracing to insure stability during construction 2 oa and at 10 o.e.respeclNely uMeea braced throughout their length by p.^ 1 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A L.. DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shovm a. 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respectNe contractor. SEQ.: K 13 Q rJ B Q rJ fasteners are compete and at no time should any leads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are ler'dry condition"of use. y{C']f 1(�{Jtj q/ry/'� TRANS ID' LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.shim or wedge It X( IRE 2/3 I/201 6 5.CompuTrua hes no control over and assumes no responsibility ler the neceaeary, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. August 1 0,2015 6.This design is furnished subject to the limitations set forth by 8. lahddb Platesa shall loithcated on center lines. faces of trues,and placed so their center TPINYTCA in SCSI,copies of which w10 be Nmlahed upon request. g.Digits indicate sizeofplate in Inches. MITek USA,Int./CompuTrus Software 7.6.7(1L)-E , 10.For basic connector plate design values see E5R-1311,058-1958(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TC: 2x4 ECIF C14:IOR TRUSS SPAN 22'— 0.0" CONS. 2: Design checked for net 5 BC: 2x4 KDDF 81613TR LOAD DURATION INCREASE = 1.15 (' psf) uplift at 24 "on spacihg. SPACED 29.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4L=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed,, Cat 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 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 U04. 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. 11-00 11-00 T f 12 6.00 IIM-9x9 lz Q 3 6.00 M2 o 1iiiiiiiii., 4 m o M-3x5(5) 0 M-3x9 M-3x9 1 10-00 12-00 1-00 22-00 2 ¢ 782PE �'r' JOB NAME : POLYGON NW PLAN 7—A NH — GGE Scale: 0.3682 ,� ,. 89�\ WARNINGS: GENERAL NOTES, 4 7.Builder and erection contactor should be advised of ail General Notes unless up n the parameters a noKrio 'F Truss: GGE and Wammgs before oonabuctkn commences. Egmng comp Weed pplicaonyo esignar shown and loopy individual yy h(S£/t©N g component.Applicability of design parameters and proper4. �/ V flI—,L1 ^ g 2k4 compression web baring must be Inatalkd where shown v. Incorporation of component Is the responsibility of the building designer. • f 4� At 6 p'{1J .�" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom unless braceda to be laterally braced at I C!' V Is the responsibility of the erector.Additional permanent bracing of T a c.and a110 o c.reepecllvph throughout their length by DATE: 8/10/2015 the overeAsWciure Is the responsibility of the building designer. continuous sheathing such as plywood sheething(TC)and/or drywail(BC). PA 1 i �'� SEQ.: K1345846 4.Na load should be applied too 4.In Impact bridging is thlateerelparingty of the whpe show,contractor.areany component esy loads greater 4.Design tassumion of es Cruses pre to bl used incnonuacrNecoenviron fasteners b ds complete and et no time should any pada greater then 5.Design assumes trusses are to W usetl Ina non-corrosive environment, TRANS ID: LINK design bads be appliedto any component. end are kr•dry condition"of use. 5.CompuTma has no control over and assumes no responsibility for the S.Design ed assumes full bearing at all supporta shown.Shim or wedge if �''+ fabrication,handling,shipment and installation of components. ry' EXPIRES: if')/.r��/,r-s/{.}lR S.This design Is furnished subject to the IimNellone set PoRh by 7.Design assumes adequate drainage is trues,a. R ES N L/r,7 !L V N V TPpWICA In SCSI,copies of which will be furnished uponfl Nilectes oincide ablocated on both laces of Wes,and placed so their center August 10,2015 raqueM. Nilesa ccinctde with Jolts center lines. Mi7ek USA,Inc./CompuTrus Software 7.6.7(1L)-E 9.Digits Indicate she of plate In inches. 70.For basic connector plate design values see ESR-1311.ESR-t96e(MITek) This FIC designLUMBER—BC prepared from computer input by PACI TRUSS SPAN 2'— 11.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacii)g. LUMBER SPECIFICATIONS TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—res is trng SPACED 29.0" O.C. system and components and cladding criteria. BC: 2x4 KDDF #16BTR WEBS: 2x9 KDDF STAND LOADING Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, DL ON BOTTOM CHORD = 10.0 PUP interior zone, load duration factor=l.6 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF Note:Truss design requires continuous LL = 25 PSF Ground Snow (Pg) bearing wall for entire span UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 2-09-04 0-01-12 T T T 12 4.00 c=" - M-1.5x3 3 —/ 0 M 72 — dallillill li m I MI 1 - "A M-2.5x9 M-195x3 j. y i 1-00 2-11 .c, 1O PROpee,i' mac,:;••' .�.NGINE i �a.0. ' 89782PE <` / JOB NAME : POLYGON NW PLAN 7—A NH — H1 Scale: 0.7180 ' �-r/,f' WARNINGS: GENERAL NOTES, unless etherwlae noted .a /OREGON['asz--�+a�+� 1.Bulkier and erection contractor should be advised of all General Bates 1.This design Is based only upon Me parameters shown and la for an individual ,vv We1 �' Truss H1 end fteeing.beore btaOhg mustbemences. buildinIncorporeal,' gcompof oompopllcabilityth ofdesignsponsi pay oftereendIngder �'T qAY ,,,� �(�. Inesignatu ecomponent Is themchods to of thealhbradedgner. ..4 • 2.2s4 compression web bredng moat be Installed where shown T. 2,Design assumes the top and bottom chords to be latera%y braced at Y 3.Additional temporary bracing to insure stability during construction p o.c.and at 10 o.c.resp othely unless braced throughout their length by Is the reeponeibllity of the medal'.Additional permanent bracing of continuous sheathing such as pysood aheathieg(TC)and/or drywaH(BC). DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3,De Impact bridging al'lateral bracing required where shown e+ No bed should be applied to any component until after all bracing and 4.Instalallon of truss Is the responsibility of the respective contractor. SEQ.: K 13 9 5 8 4 7 4.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, end are kr"dry condition"of use. �/[� TRANS I D• LINK design keds be applied to any component, B.Dedgn assumes full bearing at al supporta shown.Shim or wedge If EXPIRES:IBES: 12/31/2016 5.CompuTrua hes no control over and assumes no responsibility kr the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 B.Thisdesign is furnished subject to the limitations set forth by S.Ines Plates shallbe located joint center tineas of truss,and placed so their center TP WJfCA In BCSI,copies of which will be furnished upon request. 9.Digits indicate ace of plate in Inches. MiTek USA,Ino./CompuTrus Software 7,6.4(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #S&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 1-2=(-29) 14 1-3=(0) 0 WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG 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 S IN. BC LATERAL SUPPORT <= 12.0C. SON. DL ON BOTTOM CHORD = 10.0 PSF Q• (SPECIES) 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) JT 1: Heel to plate corner = 5.25" TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 12 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 17 LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - g, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 -/ Wind: 140 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, irTruss designed for wind loads in the plane of the truss only. ut .1 r 0 I H L.,, ,-- I I , , 10 I ' 10 1 /- 0 4 S M-3x8 M-3x6 y y 3-00 y y "1;, ��d PR p,r�s 4-00 'PROVIDE FULL BEARING;Jts:4,3,2 1lt� " 4 ��4� �?b • 4 , 9782PE fir- JOB NAME : POLYGON NW PLAN 7-A NH - H2 �% ,, Scale: 0.9459 c,---, ',,< WARNINGS: GENERAL NOTES, unless otherwise noted: / p - ') Truss: H2 Builder and erection contractor should be advised of aN General Notes one design is basad only upon the parameters Mown end is for an individual OREGON 1(i �J end Warnings before construction commences, building componem Applicability of design parameters and proper './a' F1Clll�JIM 4}. 2.D:4 conrtrn i n web bracing mug be installed where Mown+. Incorporation of component is the rospm bllity of the building designer. V e V 'P 5 3.Additional temporary bracing la Insure stability during construction 2.Design assumes the top and bottom chortle to be lateraNy braced at �( is the responsibility of the erector,Additional permanent bracing of 2 o.c.and all E c.c.respacitvety unless braced throughout their length by DE4.No load should be applied to anDAT8/10/2015 the overall structure le the responsibility of the buNding designer, continuous sheathing such ea plywood sheathing(TG)and/or dryvsu(BC), 3 2a Impact bridging or late rel bracing required where shown++ PA U �[ i ' l Q. : K1345846ycomponentuntiafteralbracingand 4.instaflatien et 11,055 is tire respen&n:Hty et the respenttae eentrentnr fasteners are complete and et no time should any bads 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 tor"dry condition"of use. 5.CompuTrus has no control over and swumse no responsibility for the 6.�csieesa scones fill bearing et sA supports shown.Shim ar wedge If ('] L�c 12/31/2016 fabrication,handling,shipment end installation of components. ry' aXf EXPIRES: 6.This design is furnished subject to the limitations eat forth by 8.Designnshall be assumes adequate tendrainagefis provided. August 1 0,2015 S.Pies c Mad awith on both laces of truss,and placed so their center TPU'MCA in BC31,copies of which will be Nmkhetl upon request. lines coincide vMh Iolni canter lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 9.Digits Indicate size or plate In inches, to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)