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Plans (399) mit 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. X01 a PRQF,. c�� � > 89782PE < % OREGON PAUL �� R\a • 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 TypeQty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz99p73tt,CrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS P-5-6 1 1-0-0 1 r�I I 1-2-0 1 k --i Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.553 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e o e e e e e _ _ .i _/ No.._/..\44.— _ —joe"-Nst..—/ \ . I e a 9 e a e 00" r\ oN e 1 or 2.& 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 II 3x5= 3x5= 355= I 7-0-14 17-7-14 182-14 I 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.V)— [8'0-1-8.Edge].[19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=1671/0,4-5=2270/0,5-6=2270/0,6-7=2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=1991/0,11-12=1991/0,12-13=1193/0,13-14=1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=226/359,14-16=-904/0,14-17=0/766, 12-17=620/0,12-18=0/498,10-18=384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �LLt�_C. 4NGINE€"9, cS'/0 Uniform Loads(plf) � 7$�P� Vert:16-24=8,1-15=80 Concentrated Loads(Ib) Vert:2=-674(F) w...,ae --.lir imig 92 pREGON2�''& 1,9, Vol Ry 16 <¢. EXPIRES: 12/31/2016 August 7,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with 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 fa lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek'erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 696 B fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,D5B-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 riln,c Hrighlc CA 45610 Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR 0-10-12 I i 1-2-0 I I 0-10-8 I I 7-6-0 Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 34x4= 4 5 6 7 8 \v — o N e s s o- e e e 1 13 12 11 10 9 3x4= 1.5x3 I I 1.5x3 I I 4x6= 3x6= 3x4= I 1-1-12 .1-8-12 12-3-12 I 13-8-4 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)— [2'0-1-8.Edge] [3:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. ��9,EO PR OAFS tiNGINEF9 `r 2 ft' 8"782PE r -V OREGON ,t" 9h'it °AULotO EXPIRES: 12/31/2016 August 7,2015 9 9 ®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 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 ill is for lateral support of individual web members only.Additional temporary bracing to insure stabilty during construction is the responsibility of the ■�'���- erector.Additional permanent bracing of the overall structure is the responsibilityI91 of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPD Quay GBeria,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 rank Haight`(:A ewirs 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 5 Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51 WHGifFY7dwpLm?ZVqaool aDG3yqBiQ I 2-6-0 I 1 ...10_1 I 1-2-0 110-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 I I 3x4 = 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 • i 17 / \ N 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 II 3x6 = 3x4= I 5-10-2 16-5-2 17-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4.0-1-8.Edge].[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) Vdefl Ud 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. (lb)-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. ��1PR op c Ss IyGIN S /p 89782PE ' r/..•:/7;r„. _ y OREGON *- 'A UL R� EXPIRES: 12/31/2016 August 7,2015 4 I AWARNING-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 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 Mll is for lateral support of individual web members only.Additionol temporary bracing to insure stability during construction is the responsibillity of the Mitek+- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,051-89 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 Cilmc Ueightn_r A 95n10 Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 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 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJ0xZ6jokyffsSGMIm6rT v9ITEGtylhJmpVygBiP I 2-6-0 I 1 1-8-6 1 1 1-2-0 110-5-14 I Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 i --- — e e 11 a e/ I _ o N ti - e e e L. Illo 1 AA 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 I I 3x6= 3x4= 1 7-0-14 17-7-1418-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)- [4:0-1-8 Edge] [5.0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud 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/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=2010/0,45=2110/0,5-6=1999/0,6-7=1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=1397/0,2-13=0/773,413=-317/104,7-9=1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4.(<- P 1R OPS. 4...?te\ tl.�G[ �F� f0 ` ' r9782PE �' S% OREGON `" 9ir pA UL 9,0 EXPIRES: 12/31/2016 August 7,2015 1 I ®WARNING-Verify designs 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 Mick 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 QuaMy Criteria,DSI-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 Cito,c Hnightr4(:A 95818 Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumbar&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZBjokyffsSGMIm6rT_I9JyEJXyl hJmpVyqBiP 2-0-10 I I 1-2-0 I I 0-8-14 I I 2-6-0 I Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 0 N / e e(X�e e a e- 1 1D 9 B 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4= I 2-3-10 1 2-10-10 13-5.10 1 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2'0.1-B.Edge] [3'0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <4,ED PR QP�rss ' 89782PE <' ./. Nil -9, •REGON �''' 4' k fi'AUL 0'4 EXPIRES. 12131/2016 August 7,2015 6 _ I mil ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �IT��C' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R fabrication,quality control,storage.delvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 5 itnrc HeigMc re.95519 Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-284_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamU5spGpReg3G?e203vZyjzhM5FL3JLyygBio I 2-6-0 I 2-1-12 1 1 1-2-0 11 0-9-8 1 2-3-0 I 1 1-2-0 1 1 1-40 1 1-6-0 1 Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • i L 0000000000011.—eliiiiiiiiiii _1, N e e e e 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4 = 12-10-12 I 4-10-12 15-5-12 1-0-12 1 11-8-12 12-3-121 I 15-11-12 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— [7:0-1-8.Edge]112:0-1-8.Edge1[15:0-1-8.Edge].[16:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/defl Ud 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 IBC2012TrP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2351/0,3-4=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=2679/0,7-8=1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<-R C} PRQp,. �� �[NE p 2 89782PE i �% I OREGON r- 9 k �'AUL EXPIRES: 12/31/2016 August 7,2015 4 $ ®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 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 El is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ��Q�. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,deivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Clinic Heights GA 65610 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guz0g0nnEBGYKrz?RiD8EU?ottOygBiN 1 1-9-14 1 1 1-2-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:17.6 1.5x3 11 3x4 = 1.5x3 11 3x4= 1.5x3 11 1 2 3 3x4= 4 5 6 , _.\___________....„.____________________________________________, ,...._ e .... ../----..-''----''---.'---'''''''''-'t. TT a 0 N 11 10 9 8 440 1.5x3 11 1.5x3 11 3x6= 3x4= 3x4 = 1 2-0-14 2-7-14 1 3-2-14 I 9-4-4 1 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [2:0-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=702/0,3-4=-940/0,4-5=940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=796/0,5-7=817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 1�c4E PRQFs ct 89782PE r ,�'-V •REGONetF" PAUL ° EXPIRES: 12/31/2016 August 7,2015 B a ®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 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 INN is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibilityIX!of the building designer.For general guidance regarding 1 fabrication,quality control storage,delvery,erection and bracing,consult ANSI/Tyti Qua0ly Criteria,DSI-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 rani.Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 1 10-8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 i 11 / 9N e e e 1-'.'" 16 15 14 13 12 w_ 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 6512 16-0-12 1 11-8-12 12.3-121 I 16-4-4 1 4-10-12 10-7-0 D-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) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES 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. (Ib/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=2435/0,45=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. '\ Z) PROPt N t9 kJ - 89782PE S ., VA t REGON 's- EXPIRES; 12/31/2016 August 7,2015 t r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/161201S 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 FM I is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek: erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r'ilmc Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MllgEJcfn0��E��O7HADVCgiGheXZnbxA2zXyJHyHygBiL I 2-6-0 I 2-1-t2 1 1 1-2-0 I 10-9-8 I 2-3-0 I I 2-3-0 I I 1-2-0 Ofa6 I I��� Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • e 0 i 2 / o N e e o ° ° e e ° .11 1/ 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-125-5-12 12 11-8-12 12-3-121 I 16-2-8 I 4-10-12 10-7-0 0-7-0 1 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— [7'0-1-8.Edge].112:0-1-8.Edge] [15:0-1-8.Edge].(16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/defl 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(LL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(tlat) 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. -\",-" .9 PR o rkC� 8 782PE r- 40 7 OREGON ©N. q 1/512,�.4RY '1$2rl, BA UL 9i' EXPIRES: 12/31/2016 August 7,2015 i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 fruss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.defvery,erection and bracing,consult ANSI/TPI1 Qualify Criteria.DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rams Height,,('A 05610 Symbols Numbering System a General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths offsets are indicated. I Failure to Follow Could Cause Property 4I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Wilk 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 orX-bracing,Is always required. See BCSI. n C1-2 C2-3 0 1/16 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves �� 4441g4444 may require bracing,or alternative Tor I � p bracing should be considered. O rp U3. Never exceed the design loading shown and never Ostack materials on inadequately braced trusses. C6 4. Provide co les of this truss desi n to the building r 4 x 2 orientation,locate c�e cba O p gdesigner,erection supervisor,property owner and pates 0 nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *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 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that " Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 11 Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■M reaction section indicates joint ©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. MR NMI ►_ ot 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 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. tifi BCSI: Building Component Safety Information, Frew 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 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. PRor yaGtlV619 �c�y /0 89782PE pf 2QREGt)N 9.'���,, 1;:? 4AY152tiQ k PAUL j 1 Rte 1V34120:16 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 ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci,tg. TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RODE R16BTR SPACED 24.0" O.C. Design conforms to main di cladringrcriter ng system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSI' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PIP load duration factor=l.6, Truss designed for wind loads LL = 25 PIE Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall 004. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ,I-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 8-03-09 T T T 12 IIM-4x4 12 14.00 7 3 19.00 o Al1hL M-3x9 I9-3x9 �ti��p PRoFec, GINE r 1-00 16-06-08 )-1—ooy ��`5 97 •$2PE p��r JOB NAME : POLYGON NW PLAN 7—A NH — Al v ,/,„_,0 -----'7,7 Scale: 0.2641 .a yr, .c5 \ WARNINGS: GENERAL NOTES, unless otherwise noted [ /Y/'�F�� 1.Builder end erection contractor should be advised of a%General Nates 1.This design is based only upon the parameters shown and Is for an Individual �j4- ri h.a4JIN !ra''' �. Truss: Al and Warnings before construction commences. building component Applicability of design parameters and proper j///'� r1V 2 2e4 compression web bracing Inlet be Installed where shown+ Incorporation of component Is the responsibility of the building designer. �•T Va4�y": f G'' ' 3.Addlonal temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom unlesschobraced to be laterally braced at 77 -re('I Y J Is the reaponsibil%y of the erector.Additional permanent bracing of 2'o.c and at 10 o c rsAsh Ce plywoodly brarod throughout their length by nj,,. DATE: 8/10/2015 the overall structure Is thereresponsibility f the building continuous sheathing such as aheel ingpfG)and/or drywall(BC). P.A U L '� apo ty o g designer. 3.2x Impact bridging or lateral bracing required where shown•• 1.. SEQ.: K1345829 4.No bad should be applied to any component until after all bradng and 4.Installation etsisthe respoceere beillney tlf tthe respective e pectiveanitractor. nt, fasteners are complete and at no time should any b 4.Insads greater than and gra for"dry condition" trusses usere to b. T RAN S I D: LINK assign roads be applied to any component. 8.Design assumes hull bearing at all supports shown.shim or wedge It �/p �s 5.ComWTnus hes no control over and assumes no reeponNblWy for the necessary. EXPIRES: 12/31/2016 fabrcatlen,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located en both feces of truss,and placed so their center TPVWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 0.Digits Indicate side of plate In inches. MiTek USA,Int./CompuTrUs Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-84) 485 3- 8=(-270) 278 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-709) 207 8- 6=(-70) 383 8- 9=(-269) 530 WEBS: 2x4 HIDE STAND 3- 4=1-546) 278 LOADING 8- 5=(-270) 278 TC LATERAL SUPPORT <= 12"OC. DON. 4- 5=(-596) 278 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-704) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF LL = 25 P0F Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -149/ 809V -292/ 2920 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 77 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Des ion checked for net(-5 Pell uOlif[ at 24 "oc sOac ipg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-03-04 8-03-04 T f ,r MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-03 4-00-04 4-00-04 4-03 MAX LL DEFL = -0.002" @ 17'- 6.5" Allowed = 0.100" T f f f f MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = -0.019" @ 10'- 0.2" Allowed = 0.387" 12M-4X6 MAX BC PANEL TL DEFL = -0.047" @ 3'- 9.1" Allowed = 0.498" 14.00 -27 \14.0 4'0" MAX HORIZ. LL DEFL = 0.006" @ 16'- 1.0"14.00 4 Ai MAX HORIZ. TL DEFL = -0.009" @ 16'- 1.0" �� o Design conforms to main windforce-resisting system and components and cladding criteria. AidliA. Alibi& Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads /1° in the plane of the truss only. M-1.5x3 M-1.5x3 3 0 I yA I 8 o0 O M-3x4 M-3x8 M-3x4 o l y C1 n[� J• ). 8-03-04 8-03-04 ), cS V P R Qpk- 1-00 1-00y ��5 �NaINEe•� /� 16-06-08 �L �` 89782PE yr JOB NAME : POLYGON NW PLAN 7-A NH - A2 '� ._.. =`' Scale: 0.2614 ,j' -_- WARNINGS' GENERAL NOTES, unless otherwise noted: �J Truss: A2 Builder and Warnings metradorshould oemsnadvised of all General Notes buildingneponeed only upon yo parameter.design ramstsn and is for an individual 17 OREGON >r and Wamings before conNmctlon commences. building component Applicability of design parameters and proper �,..Nraa�, 2.2s4 compression web brewing moat be instated where shown+, Incorporation of component Is the responsibility of the building designer. 1'4, S s""04A y �� 3.Additional temporary bracing to Insure stability during construction 2.S o.Design assumes the top end bottom unless lone o be throughoutN braced et '�/N7 is the responsibility of the erector.Additional permanent bracing o/ T o c.and e110 o c respectively braced their length by (",. DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 7d Impact sheathing or ateb eplywooddng required sheathing(TC)wheresend/+tlrywel(BC). `, h (1_ 4.No load should beapplied to. 3.2a Impact bridging or th lateral bradng where shown++ r-' {s SEQ. : K 13 4 5 8 3 0any component until after al bracing and 4.Instaffatbn of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"muse. Il/rj l/ /� 8.Design assumes full bearing et all supporta shown.Shim or wedge If 5.CempuTrus has no control over and assumes no responsibility for the EXPIRES: 1 G/47 1( V 1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,end placed so their center August 10,2015 TPI1W1CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center linea MiTek USA,Inc./CompUTlus Software 7.6.6(1L}E 9.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x6 KDDF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6136) 1370 1- 6=(-869) 3722 2- 6=( -630) 2990 2- 3=(-4064) 1042 6- 7=(-868) 3790 2- 7=(-1886) 570 WE: 2x6 ROOF STANDR WEBS: 2x9 KDDF STAND; LOADING 3- 9=(-4069) 1092 7- 8=(-778) 3790 7- 3=(-149 ) 5772 2x9 OF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6136) 1370 8- 5=(-774) 3722 7- 4=(-1886) 570 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 16'- 6.5" V 8- 4=( -630) 2990 BC UNIF LL( 914.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 16'- 6.5" V BEARING MAX VERT MAX BORE BRG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECS ES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625) 16'- 6.5" -1450/ 6998V 0/ OH 5.50" 10.32 ROOF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF 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 "oc spacing. 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 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" 8-03-09 8-03-09 MAX HORIZ. TL DEFL = 0.024" @ 16'- 1.0" 4-06-15 3-08-05 3-08-05 4-06-15 Design conforms to main windforoe-resisting T 1' T I1' system and components and cladding criteria. 12 12 M-9x10 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 19.00 7N14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 39.0" load Truss ddesigned uration f for o w ind6 loads �� in the plane of thetruss only. M-3x6 M-3x6 z ,111110o,, m ` IM �IIII� �Y��iL to 0 1--- 6 m 7 8 M-5x10 M-3x8 M-7x10 M-3x8 M-5x10. o o py y 4-05-03 y 3-10-01 y 3-10-01 y 4-05-03 y �r��Q r� �C�6 y 16-06-08 4/ 1 8 782PE r r ----) JOB NAME : POLYGON NW PLAN 7-A NH - A3J4' --- Scale: 0.2332 /A�� -e,',-7 .:l `\ ,_......_ WARNINGS: GENERAL NOTES, unless otherwise noted to. OREGON l:"h©' 1\� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual y�. -17,1,OREGO h �. Truss: A3 and Warnings before construction commences building component Applicability of design parameters end proper sf 'lit s) 2 2s4 compression web bracing mud be installed where shove�. Incorporation o/component Is the respondbuity of the building designer. "y `"'q Cf�r A !, 3.Additional temporary bracing to Insure debility during construction 1.Design assumes the top end bottom asschoto be througaterallyhout braced at a'1 1 i _\�(.+ Is the responsibility l the erector.Additional t bracing f T o.c.and at 10 5.0 respectively unless braced throughout their length by j/syw t (�V apon ty cpermanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ('•'A LJL S` DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral basing required where shown s o S E K 13 4 5 8 31 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nen-corredve environment, design bads be applied to any component, and are for'idly carnation'of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no raapondbllity for the 6.Design corywmea cell bearing a1 an supplies shown.Shim or wedge if + EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This designs furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TP WJTCA In BCSI,copies of which wig be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plata in inches. MITek USA,Ino.(CompuTrus Software 7.6.6(1L(-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacicg. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main d claddingres is tiia system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.aft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 POP Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 f T T 12 12 IIM-4x4 14.00 7 14.00 2 /, 1111111111111111111111111111111111111111 rrn o f —/ 0 o M-3x4 M-3x4 1 1 7-00 . 0 PROs ,,,, .��yGINEr6). DC7 89782PE vim' JOB NAME : POLYGON NW PLAN 7—A NH — Bl r • _ Z.„--/ J Scale: 0.5570 7-'- WARNINGS: GENERAL NOTES, unless otherwise noted Truss: B 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters Mown and is for an Individual ,,, A.OREGON 7., os" and Warnings before construction commences budding componentApplicability of design parameters and proper ��y14 as�, 2.Di4 compression web bradng moat be Inatalletl where shown+ incorporation of component Is the responsibility of the building designer. 7,(^{ �/4A 15 •(,+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 7•F ,4 la the reaponsiElloy of the erector.Additional permanent brsung of T o c and at 10'o c respectively unless braced throughout they length by Ty+ DATE: 8/10/2015 the overall structure la the responsibilityf the baking designer. 20 Impact sahging Srr sucherpcwg re vire where shown drywall(BC). P'vs uL c* 0 3.In bridging Is the ere boning required the where she co+a /a� SEQ. : K1345832 4.Naloadahoetmlatebe and banytimphelnnNagerailbrsctngand 4.bawtianeofwarsesreep5Iraueofthe son.ecreeantrsIron fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTruehas nocontrol over and assumes no responsibility for the 6.Design assumes fug bearing del aapponrs chaos,.Shims,oedge it EXPIRES: 12/31/2016. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the'irrigations set forth by 8.Plates shall be located on both faces of suss,and placed so their center TPIM7CA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 9.Digits indicate ads of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITea) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF 1#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&13TR; SPACED 24.0" O.C. Design conforms to main windforce-resisting 2x4 ROOF #1&BTR B2 system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PDF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PIF load duration factor=l.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 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 OOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12-09-04 12-04-09 T T T 02 IIM-9x4 12 7.00 p 2 Q 7.00 III 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. N 1 pN o m - _ - R7 0 0 o M-3x5(S) o M-3x9 M-3x9 y 10-00 1 14-08-08 y Re, PRC11c e. l •29-08-08 ,:. .��G� E�R /� )19782 PE c" JOB NAME : POLYGON NW PLAN 7-A NH - Clrte/ ,------",-("7 __,. Scale: 0.3090 / WANINGS:Builder GENERAL NOTES, unless setotherwise epers ate -" 'OREGON h 1.Builder antl erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is/or an individual "Y OREGON V f��' Truss: Cl end Warnings before construction commences. budding component Applicability of design parameters and proper /. ].b1 compression web bracing must be installed where shown Incorporation of component Is the responrbtity of the building designer. ,-,.ya�a, V v 3.AdtlAlonel temporary bracing to insure viability during construcibn z Design assumes the top and bottom chards to be laterally braced at •/y RY _( .+� la the responsibility/tithe erector.Additional permanent bracing of 2 o c.end at 10 o c respectively pty unless braced throughout their length by I V DATE: 8/10/2015 the overall structure Is the responsibility of Ihe continuous sheathing such as pnwootl aheathing(TC)and/ar drywall(BC). �:11..I 1 L �' budding designer. 3.24 Impact bridging or lateral bracing required where show„a s �'{Iv 1.. SE K 13 4 5 8 3 3 4.Na bed should be applied to any component until after ad bracing and 4.Installation at truss is the responsibility of the respectNe contractor. 4 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.Campurrus hes no control over and assumes no responeidlity for the fi.Design assumes Mt beadng al all suppo a shown.Shim or wedge If EXPIRES: 12/31/2016 fabdcatan.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces a(iruss,and placed so their center TPII TCA in SCSI,copies at which wit be furnished upon request. lines colnGde with joint center lines. 9.Digits Indicate she of plate in Inches. MTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basicconnedor plate design values see ESR-1311,ESR-19138(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2855) 608 1- 7=(-473) ( -195) 1960 BC: 209 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1190) 335 7- 8=(-466) 2901 2- 8=(-1691) 953 WEBS: 2x4 KDDF STAND 3- 9=( -987) 311 8- 9=(-199) 1225 8- 3=( -172) 678 LOADING 4- 5=(-1594) 313 9- 5=(-198) 1227 8- 9=( -556) 202 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 57 4- 9=( 0) 326 BC LATERAL SUPPORT <= 12"OC. EON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG 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/ 1620 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 29'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.125" @ 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" MAX HORIZ. TL DEFL = 0.128" @ 24'- 3.0" 12-04-04 12-04-04 1' 1 f Design conforms to main windforce-resisting 5-10-12 6-05-08 5-03-07 7-00-13 system and components and cladding criteria. T T T T T Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 7.00 IIM-4x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.00 load duration factor=l.6, 4.0" Truss designed for wind loads 3 .(-,( in the plane of the truss only. ON M-3x4 M-3x6 ee M-3x5 1111111111111111111111111111%imiiiiiie,.i.. 1116 . u-, M-5x6 o Lo o 1+. B 9 ^`5o • o M-5x10 M-1.5x3 M-3x4 1 i . 3.50 3.50 12 12 y y J' 1 y 5-09 5-03-08 6-07-03 7-00-13 YY J. J. J. 5-09 y 5-03-08 y 13-08 1-00y •�e`�.`'G �,fi�ss/ 24-0e-08414 l � ,tl � 4 .4t- 8 782PE �<' i .,..,. JOB NAME : POLYGON NW PLAN 7-A NH - C2 /1 r' ..- Scale: 0.2375 F/v/ (2.-- ' WARNINGS: GENERAL NOTES, unless otherwise noted - /� ��� Truss: C 2 1.Builder and erection contractor should be advised Wail General Notes 1.This design based only upon the parameters shown end is for an individual >ti h and Warnings before construction commences. building component.Applicability of design parameters and proper q 2.2x4 compression web bracing must be Installed where shown e. Incorporation of component is the response/allyof the building designer. .17 6.4 � 3 . �, Addllbnal temporary bracing to Imre stability duringcenstrucllon 2.Design assumes the top and bottom chords to be laterally braced at I9t Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 70 o.c reapeMNey unless braced throughout their length by /y� DATE: 8/10/2015 the overall structure le the recontinuous sheathing such as plywood eheathing(TC)ant/or drywaN(BC). 'l 1`s.S u L tom.` responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+t 7"'f,� { SEQ. : K 13 4 5 8 3 4 4.No load should be applied to any component until after all bracing and 4.installation of truss la the responsibility of the respective contractor. fasteners are complete and et no time should any bads greeter than 5.Design assumes trusses are to be used in a non sorrows environment, TRANS ID: LINK design loads be applied to anycomponent. end are for"dry condition or use. 7 r5/g 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: N. 12/31/2016 fabrication,handlin shipmentne Design as g, and the 7. assumes adequate drainage is provided. August 10,2015 IL This design Is furnished subject to the limitations sat forth by e.Plates shall be located on both races crews,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. Wick USA.Inc./Corneal-rue 1L Software 7.6.6 9.Digits indicate sloe of plate in inches. ( )-E 10.For basic connector plate design values see ESR-1311,ESR-7968(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/Cq=1.00 TC: 2x9 KDDF #168TR; LOAD DURATION INCREASE = 1.15 1- 2=(-2890) 810 1- 7=(-543) 2985 7- 2=( -234) 1475 2x6 KDDF #16RTR T2 SPACED 29.0" O.C. 2- 3=(-1185) 519 7- 8=(-534) 2426 2- 8=(-1650) 495 BC: 2x4 KDDF #1613TR 3- 4=( 0) 0 8- 9=(-387) 1244 8- 3=( -217) 641 WEBS: 2x4 KDDF STAND LOADING 3- 5=(-1025) 424 9-10=(-386) 1245 8- 5=( -547) 364 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1590) 527 10- 6=(-427) 1224 5- 9=( 0) 232 TC LATERAL SUPPORT G= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT 5= 12"OC. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 POP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" OC UON. FOR 0'- 0.0" -241/ 1057V -126/ 128H 5.50" 1.69 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 2.5" -17/ 365V 0/ OH 131.00" 0.58 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 1084V 0/ OH 131.00" 1.79 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 osf) uo)ift at 24 "oc soacy1pg. M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed = 1.187" MAX TL CREEP DEFL = -0.298" @ 5'- 9.0" Allowed= 1.583" Unbalanced live loads have been MAX HORIZ. LL DEFL = 0.079" @ 24'- 8.4. considered for this design. MAX HORIZ. TL DEFL = 0.130" @ 24'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 17-06-12 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 f f load duration factor=1.6, 5-10-12 6-05-08 5-02-08 0-00-15 17-05-13 Truss designed for wind loads in the plane of the truss only. 12 IIM-4x4+ 12 12 7.00 g M-5x6 .. :17.00 ' 7.00 Gable end truss on continuous bearing wall. M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. ,-1,71.441111 M-9x6 3 :M-4x4 M-47 M-5X6+(S) 0 M-3x6 1 N (ON .2 O n M-3x5 Lc M Sx\ 1` 'l Fn 1 8 9 10 1 M-5x10 M-3x5 M-3x6+(S) o DM-3x4+ d 3.50 3.50 D [`� �y p/� 12 12 „cO fRQi 1 1 1 1 1 1 ,< SS 1 5-09 1 5-03-08 1 6-07-03 6-06-13 10-11 1 1 .� �G�N� � /� 5-09 5-03-08 24-01 1-00 41,/ �T "$9 1 i Qj / 897$2PE v.- 35-01-08 . ,� -"7 JOB NAME: POLYGON NW PLAN 7-A NH - D1 .1=7 Scale: 0.1790 v h WARNINGS: GENERAL NOTES, unless otherwise no le d. OREGON c3-• 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown end is bran Individual .a'1 A�.y r to . dir Truss: D1 and Warnings before construction commences balding component.Applleabillry of design parameters and proper 7 1 fT J ,4.,,, incorporation 2.2x4 compression web bracing noel be installed where shown�. Incorporetfon of component is the responsibility of the bsIHnp daMgner. cit ` 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords55bra be laterally braced at • P..Ji 1 " Is the responsibility of erector.Additional 1 bracing f T o.c.and al 10'o.c.respectively unless braced throughout Ihelr length by r"1 U L epon ity o permanen g o continuous sheathing such as plywood sheathin9(7C)and/or drywall(BC). DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bddging or lateral bracing required Where shown. 4.No load should be applied to any component until after al bracing end 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : K1345835 fasteners are complete and at no time should any loads greater than s.Design assumeswaaesaretobeusedInanon-corrosiveenvironmeM. EXPIRES: 1`�I iLZQ1Et` TRANS ID: LINK design nada be applied to any component. andgnassudmefulbeariograta. wedge 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.Design full bearing tau supports shown.smmorWee n August 10,2015 August fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center TPIM,SCA In SCSI,copies of which Wit be furnished upon request. Knee coincide with joint center lines. 9.Digits indicate slue of plate In inches, Mitek USA,Inc./CompuTrus Software 7,6.6)1L)-Z to.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 4WR/DDF/Cq=1.00 TC: 2x9 KDDF ;ROAR LOAD DURATION INCREASE = 1.15 1- 2=(-4268) 838 1- 8=(-669) 3798 8- 2=1 -303) 2203 11- 6=(-251) 211 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1985) 489 8- 9=(-657) 371.1 2- 9=(-2202) 480 WEBS: 204 KDDF STAND 3- 4=1-1516) 448 9-10=1-234) 1697 9- 3=1 -21) 320 LOADING 4- 5=(-1505) 452 10-11=1-216) 1597 3-10=1 -671) 259 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2124) 509 11- 7=(-359) 1912 10- 4=( -275) 1096 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2348) 510 10- 5=( -657) 256 TOTAL LOAD = 42.0 PSF 5-11= *' For hanger specs. - See approved plans ( -51) 494 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" -215/ 1475V -232/ 232H 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCA.TION(S) SPECIFIED BY IBC 2012. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. 10051. 2: Design checked for net(-5 Del) uplift at 24 "00 spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 system and components and cladding criteria. 17-06-12 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-10-12 5-05-09 6-02-12 5-08-06 5-08-06 6-01-15 load duration factor=1,6, ' 1' '1 '1 ' T 1' Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 M-4x6 Q 7.00 4.0" 4 ,( M-5x6(5) -3. M-Sx6(S) 3.1 0.25" 0.25" 3 4 M-3x8 \IIV-1.5x3 2 + + ia1 4 M-3x8- m_,:"'%.....,, B ` N M-5x8 \ o c 1.. 9 10 r 11 7 0 to _M-6x6 0.25" M-3x4 M-3x5 I 0 a 3.50 3.50 t� M-5x8(S) 12 12 l 1 l l l .1' Pp y 5-09 y 5-03-08 >L 6-06-09 8-07-07 8-11-05 � �� P R Q> h 41 y 5-09 5-03-08 24-01 y rJ NGINECR r0 35-01-08 ".4./ 8 782PE 7..... JOB NAME : POLYGON NW PLAN 7-A NH - D2 %' ��- .: Scale: 0.1739 - ` ._......_ .J WARNINGS: GENERAL NOTES, unless otherslsa noted 9 OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ,,�a y=* Truss: D2 end Warnings before construction commences balding component Apgmabilhy of design parameters and pro fF per ' 2.2s4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility or the building designer. ,,�).Cl �}R!' + .. 2.Design assumes the top and bohom chorda la be laterally braced et 7•T �l 3.In the tee temporary bracing to insure stability during construction T an.and at ee op.respectively unless braced throughout their length by int ` Is the responsibility afore erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /� t DATE: 8/10/2015 the overall structure is the reepondbltlty of the building designer. 3.2a Impact bridging Sr lateral bracing required where shown+w �J^t' J.4. SEQ.: Ki3 4 5 8 3 6 4.Na load should be applied to erg component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes hisses are to be used Ina noncorrosive environment, TRANS I D: LINK design wads be applied to any component. and are for condition"of use. �/ CompuTrus has no contr l ov and assurnes no responsibility for the e.Design assumes null bearing at ll supped shown.Shier wedge if 5. EXPIRES. 12/31/2016 fabrication,handling,shipment and installation et components. ecossary. 7.Design eswmeladequate drainage lotruss, August10,2015 6.This design b famished sublet to thetbefu limitations set hon by 8.Plates shall be located on both faces of truss,provided. placed ea their center TP WJICA in SCSI,copies of which wilt be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com Trus Software 7.6.6 1L E 9.Digits indicate sle of plate in Inches. Pu ( )' 16 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" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci(1g. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. main Design conforms tom n windforce-resisting system and components w cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=24.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 92.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall 004. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '1-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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. 17-06-12 17-06-12 T T T 11-08-09 5-10-03 5-10-03 11-08-09 T T T T T 12 IIM-4x4 12 7.00 p 3 7.00 WHEN A FLAT BO OM CHORD GABLE TRUSS SUPPORTED ON TOP OFA BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WW ILL 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 M-3x5(s) M-3x5(s) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY .0 4r4 FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL RACING TO THE HINGE CONNECTION SITUATION. cm 2 9 LOm o M-3x5( 5) o M-3x4 M-3x4 PR Op y 17-06-12 l 17-06-12 � �IN �r 1-00 35-01-08 897821E c JOB NAME : POLYGON NW PLAN 7-A NH - D3 Scale: 0.2319 :/-- -- y , WARNINGS: GENERAL NOTES, unless otherwise noted V OREGON I{� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and a for an individual y ��(-OR E G OI I ' �y,. Truss: D3 and Warnings before construction commences. building component.ApplkebllBy of design parameters and proper NfV- Kl 2 2i4 compression web bracing must be Installed where shown+ Incorperatie of component Is the responsibility of the building designer, +f1 4 h y ,y Y �" • 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom asschofor to be througateraNyhout braced et 7 /^'� i J Is the responsibility sI the Broder.Additional permanent bracing of 2 o c.end at 10 o c rasped)pty unless braced ihroug nd their sit(B by DATE: 8/10/2015 the overall structure Is the responsibility fthe buidin de us Impact sheathing such lb bracing d requirede where shown drywalgBC). itrpA I 1 t ��. o after signer. 3.to Impact bodging s lateral bredng yatthe where shgwn♦• �^7 1J 4.. S EQ.: K 13 4 5 8 3 7 4.Nu foae stwuld be applied to any compon uld anyeds greaterrodng and 4.Installgn ation mtes i tweet e s ti used fltaenon drN>H.contractor. fasteners are complete and at no time should any bads than Des are for"dry condition"of use. TRANS I D: LINK design bade be applied to any component. and6.DeWgn assumes NI:bearing at ail supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2018. fabrication,handling,shipment and Installation m components. T.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limNetbns set forth by e.Plates shag be located on both faces of truss,and placed so their center TPIN 7CA In SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plele in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,E56-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2309) 503 1- 8=(-348) 1971 2- 8=(-225) 205 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2088) 501 8- 9=(-216) ( -45) WEBS: 2x4 KDDF STAND 1658 8- 3= 460 3- 4=(-1496) 451 9-10=(-214) 1589 3- 9=(-640) 253 ' LOADING 4- 5=(-1495) 450 10- 7=(-359) 1902 9- 9=(-282) 1122 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2109) 505 9- 5=(-653) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-2336) 509 5-10=( -50) 483 TOTAL LOAD = 42.0 PSF .. For hanger specs. - See approved plans 10- 6=(-251) 211 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.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/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, ICONP,_2.;_D_......pi..i.r.-..c.._... ��..--.4 ,j....7...-.-_....•. k.y,.n..1 g. 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 HORIE. LL DEFL = 0.045" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-05-04 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 5-08-06 6-01-15 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, T j' 4' '1 4' 4' 4' Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 M-9x6 Q 7.00 4.0" 4 ,F,( 1111111144,T:806 (S) M-5x6(5) " �V. .Op +8 M-1.5x3 M-1.5x3 rn O N4a 4a O O 1 8 9 ,` o o �M-3x5 M-3x4 0.25" M-3x4 M-3x5 iii*7 l 0 M-5x8(S) y 8-10-11 y 8-06-09 y 8-06-09 y 9-00-03 y <f`� N t/ 35-00 1'Cl v,'+ --77�py ,T ' �' /89!02PE -r. JOB NAME : POLYGON NW PLAN 7-A NH - D4 /�7/ 7 Scale: 0.1922 � �< \ WARNINGS: GENERAL NOTES, unless otherwise noted: E-� Truss D4 1.Budder and erection contractor should be advised of all General Notes This deegn Is based only upon the parameters shown and is for an Individual S�7 OREGONVry and Warnings before construction commences. building component Applicability of design parameters end proper V� 2.2x4 compression web brining must be installed where shown+. incorporation of component Is the responsibility of the building designer. ,,�J /l �+ �. 3.Atlddmnal temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom chorda to be laleralty brecetl et T� 'l '�J tj_ • is the responsibility of me erector.Additional permanent bracing of T a c and at 10.sc.respectively unless braced throughout their length by V DATE: 8/10/2015 the overall structure is the responsibility of the budding Weisner. continuous ri g ingior such b plywoodcing aired where a and/or drywall(BC). �' � 3.2a Impact bridging or lateral bracing required where shown++ T SEQ.: Ki3 4 5 8 3 8 4.No load should be applied to any component until aper all bracing and 4.Installation oftruss Is the responsibility of respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.Compulrus has no control over and assume.no reaponsfoney for the d.Design assumes full bearing at all supports m or We e shshidge if EXPIRES. 12/31/2016 fabrication.handling,shipment and installation of components. Designn 8.This design is furnished subject to the limitations set forth by 8.Platesehall blocated onassumesiprovided. both faceso rruss e,and placed so their center August 10,2015 TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Mi7ek USA.Inc./Com uTrus Software 7.6.6 1L E R Dlglts indicate We of plate In inches. p ( 10.For basic connector plate design values see ESR-1311,ESR-1 888(MITek) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x9 KDDF g16HTR SPACED 24.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x9 ROOF 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"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -90/ 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). f 24 "00 c' D 'an h g• Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL U Unfor this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 considered MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" JT 1: Heel to plate corner = 9.25" 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" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" ,r f 1' MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 t7 system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), -/ load duration factor=1•6, 14-3x9 End vertical(s) are exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. amv 0 0 rn o 6 P�� 4 ��5 M-3x8 M-3x8 M-3x5 6-03-04 1-01-12 y 1 1 1-00 6-05 1, y 7-05 '< os '<�v10) p ROFL- l 8 782 PE r" JOB NAME : POLYGON NW PLAN 7-A NH - El �i " '',6, ��f Scale: 0.5166 40 WARNINGS: GNERALThis design lgn ab, unless on Me rwise <✓7 OREGON 's 1.Binder and erection contractor should be advlsstlo(aA General Nolen 1.Thhtlealgn la based only upon the parameters shown and la/or an individual 'jI Al 'V Y� Truss: El and Warnings before conatrudion commences balding component Applicability of design parameters and proper +4, q 2' 2 2x4 compression web bracing must be Installed where shown.. incorporation of component is the rosponsibAlty of the balding designer. +{ A .` A 3.Additional temporary bracing to Inure stability during construction 2 Design assumes the lop and bottom chortle to be laterally braced at I ' Y 1 2 o c.and at 10 5.respectNely unless braced throughout their length by Is the reaponsiDlllty of the credo,.Additional permanent bracing orp DATE: 8/10/2015 the averal structure Is the responsibilityf the balding de continuous5Impact sheathing such b acing requirede sheathing(TC)a Mere s and/or tlryvnA(BC). PA.1'11 " o signer. 3,2a bridging truss or lateral bracing where shown•r d• 1✓w' 4.No bad should be applied to any component anti after al bracing and 4.Installation of Is the reapondblllty of the respective contractor.SEQ.: K 13 4 5 8 3 9 fasteners are complete and at no Moe should any Rada greater than 5.Design assumes trusses are to be used in a nomcorroalve environment, TRANS ID: LINK design loads be applied to any component. and.re to,Mry condben'of ace. 6.CompuTras has no control over and assumes no responsibility for the s.De sign assumes hal bearing at al supports shown.shim or wedge g EXPIRES:. 12/31/2016. ry + fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. August 10,2015 8.This design h furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM'TCA in BEN),copies or which will be furnished upon request. Anes coincide with joint center Ines. 9.Dlplls indicate size of plate in inches. MiTek USA.Int./ConlpuTruS Software 7.6.7(1L)-5 10.For basic connector plate design value.see ESR-1311.EBR-1988(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 2-3=(--26) 62 4-5=(-100) 137 2-9=(-208) 161 BC: 2x9 REEF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 DF STAND; 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 1'- 0.0" -42/ 35W -33/ B9H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -90/ 27OV 0/ OH 5.50" 0.43 KDDF ( 625) Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) considered for this design. JT 1: Heel to plate corner = 4.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL conn. 2• D h A t)-S f1 l'f 24 p �9 REQUIREMENTS OF IBC 2012 AND IEC 2012 NOT BEING MET. 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" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" 1' . '1' MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 9.50 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 -s load duration factor=1.6, End vertical(s) are exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. 0 I 0 m fir 0000kAddigilladll:"Pril I m 0 611...- 4 1118. 115 -/ M-3x8 M-3x8 M-3x5 l .1 l 6-03-09 1-01-12 b l y 1-00 6-05 J• l 7-05 �� U PRp�ress r,,5 ��yG�NE 19' rG, 89782PE v�,, JOB NAME : POLYGON NW PLAN 7-A NH - E2 -, %` -/ Scale: 0.5166 -' /7 WARNINGS: GENERAL NOTES, unless otherwise noted' ~/.. Truss: E 2 1.Binder 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 -9 OREGON hN. and Warnings before construction commences. building component.Applicability of design parameters end proper 7 V 2.204 compression web bracing must be Installed where shown e. incorporation of component Is the responsibility of the building designer. y (}' 3.Additional temporary bracing to insure stability during construction 2 Design end at t S the tap end bottom chorda to W laterally braced el 78(j �� V AS �l, DATE: 8/10/2015 is the teep dura alt the ihereGar.Additional permanent bracing of Tarm et1Phin.reach as plyunlessbrecetlihro)nd/hout r dtyrwbapBC)y T� t UL! �� x✓ sponlbillN of the building designer. continuoussImctsheathingor such l b wing plywore required iters and/or c d 3.2a Impact bridging or lateral braGng he where drown+♦ SEQ.: K 13 4 5 8 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at ne time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes hill bearing al all wppons shown.Shim or wedge If EXPIRES: 12/31/2016 fabdcetion,handling,shipment and Installation of components. necessary. 7.Design assumes Hadequate enbodrainage laprovided. Aug us 10,2015 E.This design is furnished cabled to the t be furnished eat forth by e.Plates shall be boated on both faces of turas,and placed m their tallier TPIAWrCA in SCSI,copies of which wig be furnished upon request. Ines coincide with joint canter lines. MiTek USA,Inc./Com uTrus Software 1L 7.6.7 B.Digits Indicate sae of plate In Inches. P ( )-E 10.For basic connector plate design value.see ESR-1311,ESR-4BBB(MiTek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-79) 23 1-4=(-68) 60 2-4=(-142) 120 BC: 2x4 KDDF #l6BTR SPACED 24.0" O.C. 2-3=(-26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x4 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -28/ 233V -18/ 48H 5.50" 0.35 KDDF ( 625) 4'- 6.8" -24/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) considered for this design. 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacipg. UT 1: Heel toplate corner - 4.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.005" @ 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 LL DEFL = 0.010" @ 3'- 4.4" Allowed = 0.132" MAX TL CREEP DEFL = -0.014" @ 3'- 4.4" Allowed = 0.176" 3-05 1-01-12 MAX HORIZ. LL DEFL = -0.000" @ 4'- 4.0" f ,r ,r MAX HORIZ. TL DEFL = -0.000" @ 4'- 4.0" 12 Design conforms to main windforce-resisting 4.50 ' system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads 3 in the plane of the truss only. M-1.5x3 z �' o 1 0 o1 1 N �i�ll m. �� 0 6► 4 ��5 M-3x8 M-3x8 M-3x4 y y l 3-05 1-01-12 l l b 1-00 3-06-12 c b 4-06-12 R p 4,<<-9' PR Qp Ss, �cf\ -.., 1�I E� rip 'z 89782PE r- JOB NAME : POLYGON NW PLAN 7-A NH - E3 ��� Scale: 0.5632 _, WARNINGS: GENERAL NOTES, anises etherwlse noted: ' p-.y �(^y� `�� �~I.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and la for an individual C. O „(+.�' Truss: E3 and Wamings before construcllen commences. building component.Applicability of design parameters and proper V Z 9c4 compression web Dredng must be installed where shown+. incorporation assn of the top la the responsibility to of the allybuilbraing designer. ,,,5' �/A[]`l .{ !. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chords 1a be laterally braced al 7 T 7 ! 1 �(yc Is Mere responsibility of the erector.Additional t brad f T c c and at 1 P a.c respectively unless braced throughout their length by ��..ss (�♦` spun permanent bracing o continuous&teething such es plywood sheething(TC)and/or drywail(BC). I"-,r, I 1 `,` DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging Sr lateral bracing required where shown++ 1 V r SEQ.: K 13 4 5 8 41 4.No load should be applied to any component ante after all bredng and 4.Installation of truss Is the responsibility of the respectIve contractor, - fasteners are complete and et no time shuua any mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS I D: LINK design loads be applied to any component. end are ssume condnlor'i of ata. ppoga 5,CampuTn has no control over and assumes rw responsibility lar the 6.Deesal full bearing al all sune shown.Shim or wedge If EXPIRES: 12/31/2016 esery. + q fabrication,handling,shipment and flntttlon of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and plead so their center TPIM'TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Nits indicate sae of pate in Inches. MiTek USA,Int./CompuTrUs Software 7.6.7(1L)-E 10.For basic connector plate design values see ENR-1311,ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" COND. 2: Design checked for net(-5 ps f) uplift at 24 "oc spacifq. TC: 2X9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 Design conforms to main indf once—resisting BC: 2x9 ROOF 41.9BTR SPACED 29.0" O.C. system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.9f t, TC DL=9.2,8C 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 NSF load duration factor=1.6, Truss designed fox 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 004. N-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. 11-00 11-00 T 4 4 12 IIM-4x4 12 7.00 3 Q 7.00 RN Lo 2 'I 1` _ �� o 110 AA . IX 0 M-3x5(S) O M-3x4 M-3x4 l l l , —,1 10-00 - 12-00 ,.e VP1 PROfrn.. 1-00 22-00 �k3I a��Vnf P ,5, 0 `r' j89782PE � JOB NAME : POLYGON NW PLAN 7-A NH - Fl - ' 7 7 Scale: 0.3307 v, ---c--•:=',/ _// L WARNINGS: GENERAL NOTES, unless otherwise noted T..e' / �4 1.Bulkier and erection contractor should be advised of ail General Notes 1.This design is based onty upon the parameters shown and is far an individual 7 OREGON M Truss: Fl and Warnings before construction commences building component Applicability of design parameters and proper /� yy� Q 2.274 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. .r7�. Zi y..,�: r VV 3.Addeianal temporary bracing to Insure stability during construction 2.Design silo the top end bottom chorda to be laterally braced at 77 ''-lT j'� J ,<c7 Iathe responsibility of the erector.Additional permanent bracing of 2'o c and a1 10 o n.respectively unless braced throughout their length by ` DATE: 8/10/2015 the overall structure is the responsibility f the designer. continuous sheathing such l bs edng requiredplywood sheathere hewn•r tlrywaN(BC). �. t o building 9 3.2x Impact bridging or lateral b2dng where shown•e L SEQ. : K 13 4 5 8 4 2 4.No toad should be applied to any component unty after all bracing and 4.Installation of trues is the responsibility of the non -ae respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied m any component. and are for dry condition'of use. 5.CoorpuTros has no control over and assumes no respamibillty for the S.Dedgn assumes(ug bearing at all support,shown.Shim or wedge if EXPIRES:. 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 10,2015 8.This design is furnished subject to the limgatians set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WCA In SCSI,copies of which wig be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7371,ESR-t988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 8=(-181) 1109 3- 8=1-299) 232 BC: 2x9 KDDF #14BTR SPACED 29.0. O.C. 2- 3=1-1360) 305 8- 9=( -88) 718 8- 9=7-126) 521 WEBS: 2x9 ROOF STAND 3- 9=(-1195) 337 9- 6=(-207) 1085 9- 9=1-126) 521 LOADING 9- 5=1-1195) 337 9- 5=(-299) 232 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1360) 305 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 57 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PIF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG 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/ 1538 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1036V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 11-00 MAX HORIZ. TL DEFL = 0.026" @ 21'- 6.5" Design conforms to main windforce-resisting 5-08-13 5-03-03 5-03-03 5-08-13 system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-S0, 7 00 M-4x6 Q 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" 4 Truss designed for wind loads in the plane of the truss only. ice M-1.5x3 M-1.5x3 3 N N o7:1.2 Mil 'I „ 8 9 o M-3x4 M -3x4 M-3x5(5) M-3x4 M-3x4 0 1 1 1 1 7-05-14 7-00-05 7-05-14 1 1 1 � V[} PRo�res� 10-00 12-00 i-00 22-00 i-00 c'.; NEVI /° / ,,89782PE r JOB NAME •. POLYGON NW PLAN 7-A NH - F2 i. / 7'. --.y Scale: 0.2557 F WARNINGS: GENERAL NOTES, unlessotherwise ted - _ S.r.�d1 /REGON\7 Builder and erection contractor should be advised of a1 General Notes 1.This design is based only up theparameters shown and Is forindividual . . T" Truss F2 and Warnings before construction commences. building component.Applicability f dsign parameters and proper � 4t, (9q - ` 2.2a4 compression web bracing must he Installed where shown. Incorporation of component is the responsibility of the building designer. �/xtrly AtV 3 Additional temporary bracing to Insure stability during construction 2 a s.assumes the top end bottom asschobraced la he laterally braced at r.�l Is the responsibility of the erector.Adtlttional permanent bracing of 2'o.c,end at 10 Ac respsctNehy unless throughout their length by '7"/t^ DATE: 8/10/2015 is Pm resp nsibilure latae responsibility of building designer. continuous sheathing such as plywood sheething(TC)andlor drywall(BC). I /t t({ " epona ty o g 9 3.2x Impact bridging or lateral bracing required where shown t. �'{l/1.. SEQ. : Ki3 4 5 8 4 3 4,Na load should be applied to any component until after all bracing and 4.Installation of truss's the responsibigty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied m any component. and are for ondition Ouse. �/ {pC 11�/�{J!]({4 5.Campion has no control over and assumes no responsibility for the 6.Decsieeea esumea full bearing et all auppoda shown.Shim or wedge I/ _EXPIRES;R ES 1 2/3 1/20 1 6 y. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed as their center TPI/`MCA In 81ST,copies of which wtp be furnished upon request. lines coincide with taint center lines 9.Digits MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 70.For basic t connector Inches.deol design values see ESR-7371,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12708) 2820 1- 8=(-2334) 10626 B- 2=( -536) 2544 11- 6=(-1920) 970 BC: 2x6 KDDF SS WEBS: 2x9 KDDF STAND; 2- 3=(-10490) 2372 8- 9=(-2318) 10550 2- 9=(-1920) 470 6-12=( -536) 2544 LOADING 3- 4-) -8090) 1872 9-10= 1904) 8850 9- 3=( -776) 3504 2X9 DF STAND A; (- LL - 25 POE' Ground Snow (Pg) 4- 5=( -8090) 1872 10-11=(-1909) 8850 3-10=(-3170) 760 2x6 RIDE #2 B TC UNIF LL( 50.0)*DL( 19.0)- 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-10490) 2372 11-12=(-2318) 10550 10- 4=(-1814) 7896 BC UNIF LL( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-12708) 2820 12- 7=(-2339) 10626 10- 5=(-3170) 760 TC LATERAL SUPPORT <= 12"OC. UON. BC 5-11=( -776) 3509 LATERAL SUPPORT <= 12"0C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF IOC 2012 AND Inc 2012 NOT BEING MET. BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA -71; Join together 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 RIDE ( 625) nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576V 0/ EN 5.50" 13.72 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, 1COND. 2; Design checked for net(-5 rsf) uplift at 24 "oc soaciitg- 9" oc in 2 row(s) throughout 2x6 webs. 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 11-00 Design conforms to main windforce-resisting system and components and cladding criteria. f f 4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T ' ' T 1' T 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 12 7.00 IIM-6x6 Truss designed for wind loads Q 7.00 in the plane of the truss only. 6.0" 4 MIN M-3x6 M-3x6 3 M-3x6 M-3x6 2e 6 M-6x10 M-6x10 o �Lv Aggilili 11111161=41411(11111 R L'i, '^ 1. 8 9 10 11 12s--_,...., p o M-3x8 M-6x8 0.25" M-6x8 M-3x8 of =M-8x8(0) p y 4-02 3-03-04 y 3-06-12 y 3-06-12 y 3-03-04 y 4-02 y r.t2 .d P R op.e, y Lim C06, 22-00 y c.:"..• .., �`�1NE D,9 7 • ," 89782PE y`- JOB NAME : POLYGON NW PLAN 7-A NH - F3 ,,,,:-;%fix,--'� /- Scale: 0.2911 �J ...J WARNINGS: GENERAL NOTES, unless otherwise noted /.., .-.._.... TrussF3 1.Builder and erection contractor should be advised of ad General Notes 1.This design is based onty upon the parameters shown and is for an Individual -Xf OREGON �ati and Warnings before construction commences. budding component.Applicability of design parameters and proper 2 254 compression web bracing must be installed where shown. incorporation of component is the responsibility of the building designer. ,a y (/J (}� 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the top end es to be laterally braced et 1 I ""1/.V .1 /„'[� Is the respensblllly of the erector.Additional permanent bracing of 2 sc.end at 10 a.c.respectively55sf, plywood sed sheathing(TC)braced throughout their length by f \ �(y� DATE: 8/10/2015 the overall structure is the responsibility of the building designer. continuous bddgingsheathorng such as acing re air a Mee s eon a tlrywad(BC). ,S 4.No load should be nes to any3.in2s loped or lateral bracing required where shown t+ 2L,' SEQ. : K 13 4 5 8 4 9 pP component unto alter all bragng and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and et no time should any beds greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for'dry condition"of use. y p 5.CompuTrue has no control over and assumes no responsibility for the S rape ease esign assumes full bearing et an sopporin shown.Shim or wedge If EXPIRES:ES: 12/31/2016 febrtcatlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. S.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center August 10,2015 TPIVaTCA in BCSI,copies of which w111 be furnished upon request. linea coincide with fold center lines MiTek USA,Inc./CompuTrus Software 7.6.6(1LFE B.Digits indicate We of plate in inches. 10.For beak connector plate design values see ESR-1311,ESR-1988(MITek) f This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Des-.:.�.4.-i4++1�:.-.-._� ......11_,...).�-�. ....1 c.ca+)g- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" . MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 5-09-04 5-02-12 5-02-12 5-09-04 Wind( 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 6.00 M-4x6 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 .f-d JV M-1.5x3 M-1.5x3 3 m rn o v, 1 aft '^ MM ..6 9 o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 o k y y k 7-06-03 6-11-11 7-06-03 1, y l O PROP 10-00 12-00 L.Pk k ,�s %A N E� './ 1-00 22- 00 1-00 <GrC� tG moi' 17:,, t'' ` 89782PE JOB NAME : POLYGON NW PLAN 7-A NH - G1 ' Scale: 0.2557 -,,,,'../..,/ --y WARNINGS: GENERAL NOTES, unless otherwise noted OREGON �4 I Budder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual f� Truss Gl and Wamingsbefore construction commences. building component.Applicability of design parameters and proper 9„ 2.2x1 compression web brachia moat be Installed where shown+. Incorporation of component la the responsibility of the building designer. 'T �4 �y+ A GJ ` • 3.Additional temporary bracing to insure stability during construction 2.Design nd at 10 the top p of vely uness br to d t lr ughoerally braceden ry f 1 -l / lathe responsibility f the erector.Atldiilonel M bracing f T o c.end al iC o.c.respectively unless braced throughout their sfl)B by `y aponu ity o permane g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /r P �� {s� DATE: 8/10/2015 the owned structure is the responsiblilty of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K13 4 5 8 4 5 4.No road Mould be applied to am component until ager all bracing and 4.InstaNatIon of truss Is the respnnsibidty of Me respective contractor. Q• fasteners are compete and et no time should any bade greater than 5.Design assumes trusses are to be used In a noncorroSve environment, and are for condition"of use. TRANS ID: LINK design wads be applied to any component. • 5.CompuTrus has no control over and assumes no responsibility for the 6.nDeceeeatwmea1WIbearingaIallsupportaMown.Shimorwedgeli EXPIRES: 12/31/2016. ry + fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 S.This design is furnished piped to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIW1EH in BC51,copies of which will be furnished upon request. Pines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #lEBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16 BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, closed.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 004. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. v1-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 - 11-00 I" 12 IIM-9x4 12 6.00 3 Q 6.00 M 2 0111111111111 111111101 0 9 co o 1 c 5 o I M-3x5(S) o M-3x4 M-3x4 y l l 10-00 12-00 1-0o y 22-00 �� �:):111.-14:: P.OFF�' ��� :NGIN�e t9 „.C... 89782PE p1 JOB NAME : POLYGON NW PLAN 7—A NH — GGE ' C Scale: 0.3682 WARNINGS: GENERAL NOTES kW.,otherwise noted E.,44 .._1 Truss: GGE Builder and erection contractor should be advised old General Notes 1.Tors design is based only upon the parameters shown and is for en Individual • •1 46 "}'7.OREGON T and Warnings before construction commences. building component Applicability of design parameters end proper "ar,�,r� 6 y� •Q , 2 2e4compression web bracing must be Installed where shown+. incorporation of component la the responsibility of the building destgner. : I RY 3.Additional tem bracingto insure stabil) during 2 21 n.e.assumes the tap end bottom chords braced to be y braced at T A J temporary stability gwnstruct on To.c.end at t0 s.c.respeciwely unless throughout their length by /r- srs` Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywafl(BC) -1 • n,i t 1 DATE: 8/10/2015 me tires structure la the responsibility of me building designer. 3.2a Impact badging or lateral bracing required where shown++ �'9 u 1� SEQ. : K 13 4 5 8 4 6 4.Na mad should be applied to any component until after 51 bracing and 4.Installation Ohms is the responsibility of the respective contractor. fasteners are complete end et no time should any bads greater than S.Design assumes trusses are to be used in a non-comoswe environment, TRANS ID: LINK design wads be applied m any component slidaemr dry ondnlon of use. c� 5.CompuTrus has no control over and assumes noredponelbilityfor the B.DeNgnassumes full beatingalaflsupports shown.Shimarwedge if EXPIRES. 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by B.Portes shall be located on both feces of truss,and placed so their center TPIM/ICA In SCSI,copies of which will be furnished upon request. linea coincide with Joint centerline. uTrus Software 7.6.7 1L E a.Digits Indicate size of plate in inches. MiTek USA,Inc./Com F ( )' 10.For basic connector plate design values see ESR-7311,EBR-1888(MTh) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 2'— 11.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to marn crts—resisting BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. system and components cladding criteria. WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Enclosed, oat .2, Exp.B, MWFRS, TOTAL LOAD = 42.0 PIP interior zone, load duration factor=l.6 Note:Truss design requires continuous LL = 25 PSF Ground Snow (Pg) bearing wall for entire span <ION. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 2-09-04 0-01-12 T T T 12 4.00 7 M-1.5x3 0 I to 0 I Z 41 no III o 1 M-19dillIll2.5x4 5x3 y l y 1-00 2-11 �" 897821'E v" JOB NAME : POLYGON NW PLAN 7-A NH - H1 i� %'`c Scale: 0.7180 7. },`TrWARNINGS: GENERAL NOTES, unless otherwise noted (�'� /�1�' ��J 1.Builder and erection contractor should be advised of ail General Notes I This design is based only upon the parameters shown and Is for an Individual 1�GREG0— M n, t..---- Truss: uss: H1 and Warnings before conebuclbn commences. building component Applicability of design parameters and proper J Cl/U ^ 2.214 compression web bracing must be Installed where Mown i. incorporation of component la the responsibility of the building designer. .I C/A G sJ! 3.Additional temporary bracing to Insure stability during construction • 2.Design assumes the fop and bosom chords to be laterally braced at 7 �1 Y J is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout Meir length by DATE: 8/10/2015 the overall structure is the re .bili of retain designer. continuous sheathing such as plywood sheathing(TC)end/or drywati(BC). P.A U 1 spoil ty a g 9 3.21 Impact bridging or lateral bracing required where shown t i �,/4 SEQ.: K 13 4 5 8 4 7 4.No mad should be applied to any component until after all bracing and 4.Installation st canon ofW is loathe reesponsibaeyd In the nesroormvsive environment, contractor. fasteners are compete and at no time Mould any loads greater than Design assumes to design masa be rippled to any component and are for"dry condition'.of use. �/ {{�� n t� )Y�(�.4 c TRANS ID: LINK 5.CompuTrus hes no control over and assumes no responsibility for the H.Design aMMMssumes MI bearing at all supports Mown.Shim or wedge if EXPIRES. 12/3112016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 H.This design Is furnished subject to the limitations set forth by 8.plates shall be located on both faces of truss,and placed so their center TPINJICA In SCSI.copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CempuTrus Software 7.6.4(1L)-E 15.Far basic connector plate design values see EBR-1311,ESR-1988(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: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. 1-2=(-29) 19 1-3=(0) 0 WEBS: 209 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 12 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - 9• REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/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: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ir Truss designed for wind loads in the plane of the truss only. uo .-I r 0 .-I 0 I f I0 f 0 4 >C 3 ›...‹ . M-3x8 M-3x6 J• y 3-00 _'�`{ PROVIDE FULL 4-00 IN k•)(-9 BEARING;Sts:4,3,2 I j,i, ,_‘,4G 4: 339782PE �r'` JOB NAME : POLYGON NW PLAN 7-A NH - H2 ,--- '^a Scale: 0.9459 --.-._.... / , WARNINGS: GENERAL NOTES, unless otherwise noted 40 Truss: H2 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an Individual "7 OREGON ''s, and Warnings before construction commences. building component.Applicability of design parameters and proper 10. 2.2s4 compression webbracing must be Installed yMere shown+, 2 Design assumes the top and bosom chards to be laterally braced at incorporation ofcomponent la the responsibility of the building designer. ��� Y�. 3 Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Addttlonal permanent bracing of lac and at iP c.c.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood required et where s and/or tlrywatt(SO). PA!.., ('�� 4.No load should be applied to an 3.2s Impel bridging or lateral bracing required where shown+♦ U `~ SEQ.: K1345848 pw any 4.Installation fasteners are complete and at no time should any pada greater than 5.Design assumes trusses are to be used in a noncnmosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CorepuTma has no control over and assumes no responsibility for the fi.0es EX na ae saunas full bearing at all supporta shown.Shim or wedge If R'RE`. 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design ssumes adequate drainage Is provided. August 1 0,2015 ate•'' S.This design is furnished sublet to the limitations set forth by 8.Plates shalt be located on both faces of truss,and placed so Meir center TPIIWICA In SCSI,copies of which will be furnished upon request. lines coindde wtth Joint<enter linea MiTek USA,Inc./Com uTrus Software 7.6.6 1 L E 9.Digits indicate size of plate In inches. P ( )' to.For basic connector plate design values see ESR-131 1.ENR-119813(MiTek)