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Plans (113) 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. .\<(51‘ PROF d' ,NGlNEE� /p 2 89782PE y� ,y OREGON 4°Q- PA U L R • S 2 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 ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS I 1-0-0 I lam 1 I 1-2-0 I I 0-7-0 I Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 i ir/1"1 ird 61411 IrbilirlNo e O O 6 O P• 9 2K 23 22 21 20 19 18 17 /(IVX6l� 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= 7-0-14 17-7-1418-2-14 I 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Off • ::t-1-8 d•- 19.0-1-8 the LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/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 Ina NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (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 • <.•` PR pFFss Gj 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 � 'AGI NSF ,2 Uniform Loads(plf) C? 3) Vert:16-24=-8,1-15=-80 4✓ "9 Concentrated Loads(lb) Q $�72f E 1' Vert:2=-674(F) / sigi 5 40 .i 4/OREGON 6.-- Q, 1�� pR AUL �Q` EXPIRES: 12/31/2016 August 7,2015 A.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Ml1-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I VI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Tell Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citern Hri5htc CA 45610 Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7-530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 Scale:1/2"=1' 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 4x4 2 3 4 5 6 7 8 \0. N P tr P p 0 1 13 12 11 ® 10 g 3x4= 1.5x3 II 1.5x3 H 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 I 13-8-4 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) 1/deft 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'nor YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <(- Ep PREF ss (4. 2 - 8.782PE �f ./ , .,....,7e. .. • . . s OREGON aN. 174), {14Ry162IN 'AUL a\J EXPIRES: 12/31/2016 August 7,2015 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �D 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 responsibillify of the MiTek*k erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,YI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-119 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r'itrun Height,7.4 95610 _1 Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51 WHGifEXldwpLm?ZVgaool aDG3yriBiQ I 2-6-0 I o 1-2-0 1 1 0-8-14 1 Scale=122.8 1.5x3 I I 1.5x3 H 3x4 = 3x4= 1.5x3 H 3x4 = 1.5x3 1 2 3 4 5 3x4= 6 7 8 0 e . ... e :\-.. .. 0 N 14 13 12 11 10 , 3x4 = 3x6 =1.5x3 H 1.5x3 H 3x6 = 3x4= 1 11 5-10-2 6-5-2 ,7-0-2 13-1-8 I 5-10-2 0-7-0 '0-7-0 6-1-6 Plate Offsets(X.Y)— 14:0-1-8.EdgeL 15:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. uc O PRQp �5 �iJG I f‘14.. o/il � 89782PE 44 9{ 40 94L OREGON c) v.-„ 9�ir �'AULR��Q' EXPIRES: 12/31/2016 August 7,2015 Ia 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. 'w Applicability of design parameters and proper incorporation of component is responsibility of building designer-not toss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the rr j•'" - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fV fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Crlterla,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 . rrtr,s Ueights_CA 9561 n Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p31CrPAGZnVberKOtyJvgB-U_WJOxZBjokyffsSGMIm6rT_v9ITEGty1 hJmpVyqBiP I 2-6-0 I l 1-8-6 11 1-2-0 1 10-8-14 1 Scale=1:25.0 1.5x3 H 3x4= 1.5x3 H 3x4= 1.5x3 11 3x4= 1.5x3 11 1 2 3 4 53x4= 6 7 8 i '''' I� o � ' ®\ N ICJ 13 12 11 10 M♦ 3x4= 3x6= 1.5x3 11 1.5x3 II 3x6 = 3x4= 7-0-14 1 7-7-14 18-2-14 1 14-4-4 7-0-14 0-7-0 0-7-0 6-1-6 l Plate Offsets(X.Y)— [4:0-1-8.Edge].[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft 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. (Pb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <ti4 D PR6 tL :9782PE -r. X92 OREGON 4's• 9R PAUL V.- EXPIRES: 12131/2016 August 7,2015 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. l Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the (�� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding lyl,I)e fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane 1 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT_I9JyEJXy1 hJmpVyqBiP I 2-0-10 ! I 1-2-0 I I 0-8-14 I ! 2-6-0 ! Scale=1:18.0 1.5x3 11 3x4= 1.5x3 H 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 o �P o 0 0 0 0 1 Y 10 9 8 1.5x3 II 1.5x3 II 3x6 —3x4= 3x4= I 2-3-10 1 2-10-10 13-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 --te Off - Y .:1-1-8 Ed.- :0-1 0 dgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress lncr 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(0.13V'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<� U PRpficss �‹5 6NGINE4- /a 2 89782PE <' �• . t 7 •REGON Q'.. h" PAli L R\J U EXPIRES: 12/31/2016 August 7,2015 MIME®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,02/18/2015 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. - P11111x Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/D.11 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:itnrc Heights,TA 9561n Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc. Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamUSspGpReg3G?e203vZY]zhM5FL3JLyygBiO 2-6-0 2-1-12 11 1-2-0 I I 0-9-8 I 2-3-0 I 1 1-2-0 11 1-4-0 1 1-6-0 I Scale=1:27.8 1.5x3 H 3x5= 1.5x3 H 1.5x3 I I 3x4= 1.5x3 H 3x4 = 1.5x3 I I 3x6= 1.5x3 1 2 3 4 5 6 7 8 9 10 R o _ U/ N 1' 16 15 14 13 12 1'tl11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4 = 12-10-12 1 4-10-12 55-12 6-0-12 11-8-12 12-3-12 i 15-11-12 4-10-12 0-7-0 10-7-0 5-8-0 0-7-0 10-7-0 ' 3-1-0 Plate Offsets(X Y)— [7;0 1-8 Edge] f 12 0 1 8 Edgg] [15 0 1 8 Edgy [16 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 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 4.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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. ' <CVD PROF'Css to - �- 89782PE �1`' .- ,-,—,�!'• '-.r ' , Mg V 40 9,L OREGON o* 9R� PAUL R��¢ EXPIRES: 12/31/2016 August 7,2015 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,02/16/2015 BEFORE USE ,�� Design valid for use only with 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Nl[TEGk fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT 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 Citrus Heights f`A 9561n 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-QMe3pdbPFPguzogonnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 I I 1-2-0 11 0-8-14 I I 2-6-0 Scale=t17.6 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= a 5 6 e 0 N o 11 10 9 8 1.5x3 11.5x3 I I 3x6= 3x4= 3x4 = 2-0-14 12-7-14 I 3-2-14 I 9-4-4 2-0-14 0-7-0 0-7-0 6-1-6 "ate•'5• a 1-1-8 d.e 3'1-1-8 Ed.- LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft 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 Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. PROifi ct 89782PE T- ,iI- . , -94L 'REGON p'�Q‘`1,9� AUL R EXPIRES: 12/31/2016 August 7,2015 WARNING-Verdy design esrgn 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. N» Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the f!�8�(- 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 BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 9 . 1 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 2412 I I 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 11_04,8H Scale=1:28.5 1.5x3 H 3x5= 1.5x3 H 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I 14x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 � e o \ — o o/ o N a Air. solk. tiurx 1 xa.. 16 15 14 13 12 �. 3x4 = 3x4= 3x4 = 3x6 = 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-12 16-0-12 1 11-8-12 12-3-121 1 16-44 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 -1-e Offsets ..Y I'I- -: the 1 '0- -8_..- 15:0-1-8 d•- "-r- :Ed•e LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a • BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=-2435/0,4-5=-2435/0,5-6=-2821/0,6-7=-2821/0,7-8=-2063/0,8-9=2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=-559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=-1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c:::, ,\G....,-. f,\GP E-�JjU�,a 4r 29 =r 89782PE f IN 94 •REGON p';- 2 Q "F ir t''A U L „\-,1 EXPIRES: 12/31/2016 August 7,2015 t t 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 responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding lvi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Informaflon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 nar_ ghts,ca gsa1n Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 I D:DFkz9p3tCrPAGZn V berKOtyJvgB-M Ilq EJcfn0EO7HADVCgiGheXZn bxA2zXyJ HyHygBi L 2-6-0 2-1-12 II 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 I I 1-2-0 i R$7g1 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 :p ____ ni: 8 9 10 ii oil onil-m,..481 pfin . , o o N Ili 1=, e 1', 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 15-5-12 p-0-12 1 11-8-12 12-3-121 1 16-2-8 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 'la- Ii - . XY Ir:1-1-; ._- 12:0-1-8 ..e 5'0-1-8.Edge].116:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-2402/0,4-5=-2402/0,5-6=-2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ?cO PROF-4- �cSs g �cNGIN� 9 ✓a� 8.782PE "57_. 57 OREGON QN- 9�� pAUL "</N- „,.,-4 PA EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. WHOM Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-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 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) Damage or Personal Injury MAIDimensions are in ft-in-sixteenths. iiIih,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 2. Truss bracing must be designed by an engineer.For I 0'/16„ wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ 111L11111Anim Eff bracing should be considered. 1_ 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. C7-8 C6-7 C5-6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 "U' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections approvalofan notengineer.shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved 11111111 li IMMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Mai Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable _.” environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 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. ivilBCSI: Building Component Safety Information, lie 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ' < D PROF�s� c•co NG1NEc'9 1, (14 <r 89782PE 9� 92 OREGON 2� ,9 &'?RY1 `Lti /'EXPIRES 2 3i/2Q 6 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: Desi•n checked for net -5 •sf u•lift at 24 "oc s•aci g. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. system and components anddcladding criteria. TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Wind: 190 mph, hts),lft, TCDL=4,2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF duration Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PIE 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 IOU. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-03-04 8-03-04 f f 1 12 IIM-4x4 12 14.00 V 3 A\ 7]14.00 L. o A111111111 11o O /,\\ -yam O I O M-3x4 M-3x4 ti ED PROF:rs 1-00 16-06-08 y�-00 ���'.<<:. 1.. �<JGINEF9 `r�4 ' ,89782PE ter' JOB NAME : POLYGON NW PLAN 7-A NH - Al Scale: 0.2691 4 ,� WARNINGS: GENERAL NOTES, unless otherwise noted: �.{y.� ,-. _ _ Truss: A 1 1 Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for en Individual "74,V I'S EG O N ia., ,s,., and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building deNgnec ,.() 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chards to be laterally braced at 7� R. '/ ', is the responsibility of the erector.Additional permanent bracing or 2'o.c,and at 70'ea.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure la the responsibility of the building designer. continuous sheathing such as plywood required Ing(TC)and/or drywall(BC). "7 h, �s UI— ?' 9 3.2x Impact bridging or lateral bracing where shown++ P�/.; C s SEQ. : K 13 4 5 8 2 9 4.No toed should be applied to any component until after an bracing and 4.installation of is the responsibility of the reapedive°entracte, fasteners are complete and at no time should any loads greeter than 5.Design assumes bnon- corrosive are to be used in a nonorrosive environment. �� TRANS I D: LINK design loads be applied to any component end are for dry condition•of use. 5.Comma,.has no control over and assumes no responsibility for the 8 Iecesea assumes lull beadng at all supports shown.Shim o wedge H EXPIRES: 12/31/2016 fabrication.handling,shipment and installation or components. ry { 7.DMatign esabesededon drainageIsSuesed. August 10,2015 6.This design is famished essubject to the limitations set fodh by S.Mates shag be located both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 - 9.Digits indicate size of plate In Inches. 1 LE P ( ) 10.For basic connector plate design values see EBR-7311,ESR-7988(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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 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- 4=(-269) 530 WEBS: 2x4 KDDF STAND 3- 9=(-546) 278 8- 5=(-270) 278 LOADING 4- 5=(-546) 278 TC LATERAL SUPPORT <= 12"OC, UON, LL( 25,0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-704) 207 RC LATERAL SUPPORT <= 12"0C, UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=( 0) 86 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42,0 PSF 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" -149/ 809V -292/ 292H 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)1 BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD, TOP ICOND. 2: Design cher ked for net(-5 psf) uplift at 24 "or cparillg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL,L/240, TL=L/180 8-03-04 8-03-09 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 T T f MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.019" @ 10'- 0.2" Allowed - 0.387" 12 12 M-4x6 MAX BC PANEL TL DEFL- -0.047" @ 3'- 9.1" Allowed= 0.498" 14.00 a14.00 4.0" MAX HORIZ. LL DEFL = 0.006" @ 16'- 1.0" 9 MAX HORIZ, TL DEFL = 0.009" @ 16'- 1.0" FFF���"Y"' Design conforms to main windforce-resisting system and components and cladding criteria. 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=1.6, Truss designed for wind loads in the plane of the truss only. 00 1,AIlIIIIIIIIIIIIIbIIIII:jiiiiir.4411 M-3x4 M-3x8 M-3x9 0 y • y 8-03-04 y k4 O PROs 8-03-09 1-00 16-06-08 1-00 ��\� NGIN EF,Q /d* `x' 89782PE �v JOB NAME : POLYGON NW PLAN 7-A NH - A2 Scale: 0.2614 �' -� _ WARNINGS, GENERAL NOTES, unless otherwise noted TrussA2 1 Builder and erection oonlractor should be advised of all General Notes 1.This dealgn la based only upon the parameters shown antl la for an individual Co. OREGON '- and Warnings before construction commences. building component Applicability of design parameters and proper , p^}. 2 2x4 compression web bracing must be installed where shown 4. Incorporation of component is the responsibility of the building designe17,9 ��� 2�/ [ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the Top and bottom chords la be laterally braced et /� " Is the responsibility of the erector.Additional permanent bracing of 2'm.c.and at 10'o.c.respectively unless braced Throughout their length by N♦� UL �\..1 DATE: PH/lOI2O1 15 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). h� V 3.Pz Impact bridging or lateral bracing required where shown « P SEQ.: Ki 3 4 5 8 3 0 O.No bad should be applied to any component until after all bracing and 4.Installation of was Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greeter than 8.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. end ere for'dry condition"of use. 5.CompuTrua hes no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim w wedge 8 EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necosaery. 6.This design is furnished subject to the limitations set forth by T.Design assumes b adequate othdrainage'o provided. August 10,2015 S Platesocated on TPIANTCA in BCS1,copies of which 081 be furnished upon request. liinescoincide with Joint center lines.of Was,and"aced so their center 9.Digits Indicate stye of plate in inches. MITek USA,Inc./CompuTrus Software 7.8.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1898(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 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6136) 1370 1- 6=(-864) 3722 2- 6=( -630) 2990 BC: 2x6 KDDF #16BTR 2- 3=(-4064) 1042 6- 7=(-868) 3740 2- 7=(-1886) 570 WEBS: 2x9 KDDF STAND; LOADING 3- 4=(-4064) 1092 7- 8=(-778) 3740 7- 3=(-1494) 5772 2x9 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6136) 1370 8- 5-(-774) 3722 7- 9=(-1886) 570 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 6.5" V 8- 4=( -630) 2990 BC UNIF LL( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT <= 12"OC. DON. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1950/ 6998V -256/ 256H 5.50" 10.32 KDDF ( 625) 16'- 6.5" -1950/ 6948V 0/ OH 5.50" 10.32 KDDF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: 9" oc in 2 row(s) throughout 2x6 top chords, ICONS. 2: Design checked for net1-5 psf) uplift at 24 "or spacing. 7" oc in 2 rows) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.039" @ 4'- 5.2" Allowed= 0.781" MAX TL CREEP DEFL = -0.079" @ 4'- 5.2" Allowed= 1.042" MAX HORIZ. LL DEFL = 0.014" @ 16'- 1.0" 8-03-04 8-03-04 MAX HORIZ. TL DEFL = 0.024" @ 16'- 1.0" f 1' 4-06-15 3-08-05 3-08-05 4-06-15 f f fDesign conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x10 Wind: 190 mph, h=24.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 14.00 V 19.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 34.0" load duration factor=l.6, Truss designed for wind loads �� in the plane of the truss only. M-3x6 M-3x6 z 9 e II.' IIk. AI .t 20 Ln1."'s-mp, nY�rS ® Z it u 6 7 8 -'S o o M-5x10 M-3x8 M-7x10 M-3x8 M-5x10 0 y y y y b P t. R0FF ,4-05-03 3-10-01 3-10-01 4-05-03 <('' 4.9 y C. /0C�'J� 916-06-08 �89782PE T JOB NAME : POLYGON NW PLAN 7-A NH - A3 Scale: 0.2332 WARNINGS: GENERAL NOTES, unless otherMse noted: Truss: A3 40 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an IndWldual 9 p R EG O N N. and Warnings before construction commences. building component.Applicability of design parameters and proper (� 2.2x4 compression web bracng must be Installed where shown+. Incorporation of component la the responsibility of the building designer. 3 Additional temporary bracing to Insure stability during construction 2 chordsDes Design assumes the top end bottom chords to be laterally braced at 17,45) '9 R 5 Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and et 10 ex.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 here s and/or drywall(BC). �, �s�.Y 3.iz Impact bridging or lateral breGng ry of the where shown++ A L SEQ. : El3 4 5 8 31 4.No road should be applied to any component until after ad bracing and 4.Installation of truss 0 the responsibility of the respective contractor fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive enWrenment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"or use. 5.Co Trus has no control over end assumes no res e.Desitin assumes Nil bearing at all supports shown.Shim or wedge k EXPIRES: 12/31/2016 ne.mpu responsibility for the wary. a fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. August 1 O r 2O.1 15 e.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 TPI/WTCA In SCSI.copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(IL)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1588(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" (COND. 2: Design checked for net(-5 psf) uplift at 29 "oc s 1 Ti: 2x4 KODF #16BTR LOAD DURATION INCREASE = 1.15 pec i''g. Design conforms to main rts-resisting BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. system and components andd cladding criteria. TC LATERAL SUPPORT <= 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 42.0 PSF 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 Gable end truss on continuous bearing wall 00,T. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-06 3-06 T T 1' 12 12 IIM-4x4 14.00 2 19.00 A. 1-1 A tfl o 41L 1-1 N ooo M-3x4 M-3x4 y y 7-00 S �V0 RQ1e. e�5 s�,NGINE$,q 4 `t' 89782P E "Yr... JOB NAME : POLYGON NW PLAN 7-A NH - B1 ,ice ;;> -, Scale: 0.5570 c �, WARNINGS: GENERAL NOTES, unless otherwise noted: 40 Truss: B 1 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 en IndNlduel y OREGON c� end Warnings before construction comments. building component.Applicability of design parameters and proper /�, 2.2x4 compression web bracing must be Installed where shown incorporation of component la the responsibility or the building aeNgner. "'�„� t/q y 1 5 �i 1�4 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced al Ry <`C_ is the responsibility or the erector.Additional permanent bracing of 2'a,end at 10 a,respectively unless braced throughout tiler length by DATE: 8/10/2015 the overall structure is the responsibility of the inkling designer. continuous sheathing such as plywood air a where)and/or drywail(BO) P n U` Q� 4.No load should be lied re any3.In2.Impact bridging or lateral bracing required where shown n a r'1 y C` SEQ. : K 13 4 5 8 3 2 applied component until eller all bracing and 4.Installation o/Wee Is the responsibility of the respect..contractor. fastener.are complete and al no time should any loads greater than 5.Design assumes trusses are In be used in a noncorrosive environment, TRANS I D: LINK design loadbe applied to any component. and are for'dry condition.'of use. 5.Compubhas no control over and assumes no responsibility for the 8.Deeign assumes tali bearing al ell supporta shown.Shim or wedge If EXPIRES: 12/31/2016 nce fabrication,handling,shipment end installation of components. eery.7. r� I.This design is furnished subject M the limitations sat forth by S.Plates shall be locateduonassumes adeqatsboth lags of trdrainae Is ruuss,eand placed so their center August 10,201 5 TPIIW0CA in BCSt,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In metres. MITek USA,Inc./CompuTrus Software 7.8.8(1L)-E 1g.For bask connector plate design values see ESR-1311,ESR-1988(Waif) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" COND. 2: Desi n checked for net(-5 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 I g psf) uplift at 24 "oc spacing. BC: 2x9 DF #1&BTR; SPACED 29.0" 0.0. Design conforms to main windforce-resisting 2x4 KDDF #1&BTR 52 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=4.2,BCOL=6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall DON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12-04-04 12-04-04 12 7.00 TIM-4x9 12 z Q 7.00 IA 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 o 98 ` c 0 M-3x5(S) 0 M-3x4 M-3x4 )' y 10-00 14-08-08 y ?Eo PR opt 29-08-08 ��GINE-.. 6/ 4e 2 Q 89782PE r" JOB NAME : POLYGON NW PLAN 7-A NH - Cl Scale: 0.3040 WARNINGS: GENERAL NOTES, unless omenMae noted: / `,,, Truss: C 1 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an IndNIdual OREGON '', and Warnings before construction commences. building component.Applicability of design parameters and proper OREGON V s� 2.2x4 compression web bracing must be Installed where shown.. Incorporation o/component Is the responsibility of the building designer. 2*J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �� �q f}V A6 Is the reeponsibllity of the erector.Additional permanent bracing of 2'o.c.end et 10'o.c.respectively unless braced Throughout their length by 'v / r ! __` DATE: 8/10/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BD). /� P �,V 3.2z Impact bridging or lateral bracing required where shown.♦ Pt SEQ.: K 13 4 5 8 3 3 4.No bad should be applied to any component until after all bracing and 4.Inslellatlon of buss Is the responsibility of the respective contractor. fasteners are complete end al no time should any loads greater than 5.Design assumes trusses are b be used in a non-corrosive environment. TRANS ID: LINK design bads be applied to any component end are for ary condition'.of use. 5.Compu7rua hes no control over and assumes no responsibility for the 6.Design sesames full bearing of all supports shown.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. no...,9 5.This design is furnished subject to Me limitations set forth by 8.Design assumes adequate on both Page to primase. August 10,2015 e.pietas melt be located on both feces of Miss,end placed so their center TPINJICA In SCSI,copies of which will be furnished upon request Imes coincide with Joint center Imes. MiTek USA,Inc./CompuTrus Software 7.8.6(1 LYE lo, Dyes indicate size of plate In Inches. io,For bask connector plata design values see E85-1311.E511-1988(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: 2x4 KDDF B169TR LOAD DURATION INCREASE = 1.15 1- 2=(-2855) 608 1- 7=(-473) 2459 7- 2=1 -195) 1460 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-1140) 335 7- 8=1-466) 2401 2- 8=(-1691) 453 WEBS: 2x9 KDDF STAND 3- 4=1 -987) 311 8- 9=1-199) 1225 8- 3-1 -172) 678 LOADING 4- 5=(-1544) 313 9- 5=1-198) 1227 8- 4=( -556) 202 TC LATERAL SUPPORT 5= 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 5= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD - 42.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For heli ger s acs. - See approvedLL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) g p plans 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF 1 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Desi.n checked for net -5 .sf u.lift at 24 "oc s.aoi g. 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" 12-04-04 12-04-04 MAX HORIZ. TL DEFL = 0.128" @ 24'- 3.0" - - -) Design conforms to main windforce-resisting 5-10-12 6-05-08 5-03-07 7-00-13 system and components and cladding criteria. f T T T T 12 Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 IIM-4x9 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), Q 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 3 ,f=‘ in the plane of the truss only. NN M-3x4 M-3x6". liiiiiih... M-3x57 rn M-5x6 o N 1** 8 9 ��5 0 o M-5x10 M-1.5x3 M-3x4 0 . 3.50 3.50 1,- 12 12 1 b J' y y 5-09 5-03-08 6-07-03 7-00-13 y 5-09 y 5-03-08 y 13-08 1-00 �.� `0 PNE P41.9u0 24-08-08 b ,�� oN F'4' 02 'z 8 782PE �� JOB NAME : POLYGON NW PLAN 7-A NH - C2 Scale: 0.2375 '/ f •r- WARNINGS, GENERAL NOTES, unless otherwise noted: Truss: C 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an IndNldual OREGON cz)N, and Warnings before construction commences. building component.Applkablilty of design parameters and proper L/r /� ('�v 2.2x4 compression web bradng must be installed where shown*. incorporation of component Is the responsibility of the building designer. �� �,//t y 3.AddlUonal tem bracing stability g construction 2.Design assumes the lop and bottom chords to be laterally braced al 7 t_ 4 temporary bract to Insure slab/// Burin 2'o.c.and et 10'o.c.respectively unless braced throughout their length by /�- R\\� la the responsibility of the erector.Adtlltlof permanent bracing of ,Impact us sheathing such as plywood sheathing(TC)and/or drywall(BC). -t fl, ^1 t y.� DATE: 8/10/2015 Me overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. �"'S 4.. a- SEQ. : 1<13 4 5 8 3 4 4.No load should be applied to any component until alter all bracing and 4.Installation of Imes is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used in a noncorrosive environment. TRAN S I D: LINK design loads be applied to any component. and are for'dry condition.of use. 5.CompuTrus hes no control over and assumes no responsibility for the B Design assumes full bearing at all supports shown.Shim or wedge P EXPIRES: 12/31./2016 ecoesa fabrication,handling.shipment and installation of components. T.Design assumes adequate drainage Is provided. August 1 0,201 5 6.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 TPIIWFCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,E$R-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 $16BTR; LOAD DURATION INCREASE = 1.15 1- 2-(-2890) 810 1- 7-(-543) 2985 7- 2- -234) 1975 2x6 KDDF kl&BTft T2 SPACED 29.0" O.C. 2- 3=(-1185) 519 7- 8=(-534) 2426 2- 8=(-1650) 945 kl& BC: 2x4 KDDF 81 EBTR 3- 5=( 0) 0 8- 9=(-386) 1245 8- 5-( -217) 394 WEBS: 2x9 KDDF STAND LOADING 3- 5=(-1025) 424 9-10=(-386) 1245 8- 5=( -597) 369 LL( 25.0)+1L( 7.C) ON TOP CHORD= 32.0 PSF 5- 6=(-1540) 527 10- 6=(-927) 1229 5- 9=( 0) 232 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LL = 25 PUP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 29" OC ION. FOR 0'-. 0.0" -291/ 1057V -126/ 12811 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 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 1084V 0/ OH 131.00" 1.74 KDDF ( '625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) Uplift at 24 "oc spavrng. M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed= 1.187" MAX TL CREEP DEFL= -0.248" @ 5'- 9.0" Allowed= 1.583" Unbalanced live loads have been considered for this design. MAX HORIZ. LL DEFL - 0.079" @ 24'- 8.9" MAX HORIZ. TL DEFL = 0.130" 8 24'- 8.4" - Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-06-12 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), uration Trussf load ddesignedfforwind ind6 loads 5-10-12 6-05-08 5-02-08 0-000-15 17-05-13 T T f f f in the plane of the truss only. 12 I IM-9x9+ 12 12 7.00 9 M-5x6 , j7.00 Q 7.00 Gable end truss on continuous bearing wall. Nisisollisssitossilo M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. i555x6+(S) M-3x62 0 11111 ,,,, r : be M-3x5 - 7-11111111444, In o M-5x6 �� M 1` o 1 8 9 10� oM-5x10 M-3x5 o 11-3x6+(5) o .' 3.50 3.50 11-3x9+ y 12 1 12 1 y y y cru D PRQ y5-09 y 5-03-08 y 6-07-03 6-06-13 10-11 ��.. NGI N EE' c/ b 5-09 5-03-08 29-01 1-0 y „t,V � 2'9 35-01-08 1-00 •/89782PE JOB NAME : POLYGON NW PLAN 7-A NH - Dl Scale: 0.1790 F ' '/ 44.3 WARNINGS: GENERAL NOTES, unless otherwise noted: I OREGON Truss: D]. 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown end is for en individual Vii,,,. 6q RY 15 (,C) 4/1,15"and Warnings before construction commences. building component.Applicability of design parameters end proper v� 2.2x4 compression web bracing must be Installed where shown a. Incorporation of component is the responsibility of the balding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al 11:3,1 UL ��. Is the responalblllty of the erector.Additional permanent bracing of 2'o.c.and al 1 p'o.c.such a plywoodly anises braced throughout their length by DATE: 8/10/2015 Ne overall structure Is the responsibility of the building designer. continuous sheathing such as sheathing(TC)and/or drywell(BC). 3,20 Impact bridging or lateral braGng required where shown r.s SEQ. : Ki3 4 5 8 3 5 4.Na bad should be applied to any component until after all braGng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive enWonment TRANS ID: LINK design loads be applied to any componenl. and are for"dry condition"of use. EXPIRES: 12/31/2016 5.CompuTiushas nocontrol over and assumes noresponsibility for the 8.Deslgnessumeafullbearin9etellsupporteshown.Shimorwedgeif August 10,2015 fabrication,handling,shipment end Installation of components. necessary. n Is furnished cob 7.Design assumes adequate drainage is provided. 6.This design subject to the limitations set forth by S.Plates shell be located on both faces of hues,and placed so their center TPI/WTCA In BCSI,copies of which will be famished upon request. lines coincide with joint center line. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-Z 9.Digits indicate she of plate in inches. R ( ) 10.For basic connector plate design values see ESR-1311,808-1988(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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4268) 838 1- 8=(-669) 3798 8- 2=( -303) 2203 11- 6=(-251) 211 BC: 2x4 KDDF 11613TR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND2- 3=(-1985) 489 8- 9=(-657) 3711 2- 9=(-2202) 980 3 9=(-1516) 948 9-10=(-234) 1697 9- 3=( -21) 320 LOADING 4- 5=(-1505) 452 10-11=(-216) 1597 3-10=( -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"0C. VON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-2348) 510 10- 5=( -657) 256 " For hanger specs. - See approved plans TOTAL LOAD = 92.0 PSF 5-11=( -51) 494 LL = 25 PDF Ground Snow (Pg) BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 0'- 0.0" -215/ 1475V -232/ 232H 5.50" 2.36 RIDE ( 625) LIVE LOAD AT LOCATION(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 PSF. • g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.206" @ 5'- 9.0" Allowed = 1.710" MAX TL CREEP DEFL - -0.412" @ 5'- 9.0" Allowed = 2.281" MAX HORIZ. LL DEFL - 0.127" @ 34'- 8.0" MAX HORIZ. TL DEFL = 0.211" @ 34'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. 17-06-12 17-06-12 fWind: 140 mph, h=24.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5-10-12 5-05-04 6-02-12 5-08-06 5-08-06 6-01-15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load T 12 T f f f f Trussduration designedfforowind6 loads 12 in the plane of the truss only. 7.00 M-4x6 7.00 4.0" M-5x6(S) 411% M-sx6(S) 3.1 0.25" 0.25" 3 4D ,..\*.4%.4M-3x8 M-1.5x3 2 6 40 M-3x8 �ee t7 nM-5x8� 1 xa 9 I_ 14- 11 *� o .i �(I o M-6x6 10.25" fid' x4 M- 3x5 , M-3 f .,3.50 3.50 M-5x8(5) o 12 12 J• 1 y y y y 5-09 y 5-03-08 y 6-06-04 8-07-07 8-11-05 y (..9‘ PR Qp�C y 5-09 5-03-08 24-01 y '� NGINE�R c$'�r�� 35-01-08 y �� 89782PE ter" JOB NAME : POLYGON NW PLAN 7-A NH - D2 j/mow Scale: 0.1739 WARNINGS: GENERAL NOTES, unless other/4e noted: V 40 Truss: D2 1.Builderand erection contractor should be advised of all General Bales 1.Thee design le based only upon the parameters shown and Is for an IndlWduei R��Q and Warnings before construction commences. beading component.Applicability of design parameters and pro $) ].2z4 compression web bracing moat be installed where shown+. Incorporation of component Is the responsibility of the building designer. ����� ��� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap end bottom chords b be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and el 10'o.c.respectively unless braced throughout their length by )... DATE: 8/10/2015 the overall structure Is the responsibility of the building designee continuous sheathingr such as plywood re tired here a cwn a drywall(BC). '` t1� �1�. 3.In Impact bridging or lateral bracing required where shown++ P `` SEQ. : K 13 4 5 8 3 6 4.Na load should be applied b any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end et no time should any loads greeter than 5.Design assumes trusses are to be used in a non-colrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition•of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full beefing at en supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling.shipment and Installation of components. necessary. 6.This design Is furnished subject to the limitations set forth by 8.Design assumeall be s adequate adthlfege Is truss,d. August 1 0,2015 TPII TCA in SCSI,copies of which will be furnished upon request a linesscois ncide with joint center both er l nes feces of truss,and placed so their center MITek USA,IncJCompuTrua Software 7.6.6(11_)-E 9.Digits Indicate size of plate In inches. 10.For basic corrector plate design values see ESR-1311,ESR-1988(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER .SPECIFICATIONS TRUSS SPAN 35'- 1.5" COND. 2: Design (- psf) uplift at 24 "oc spaoi TC: 2x4 KDDF #1&BTR checked for net 5 �,y, LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. Design conforms to main orce-resisting system and components andd cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=29.aft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), considered for this design. TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 Ply 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 UOV. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. v1-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY: 17-06-12 17-06-12 T 11-08-09 5-10-03 5-10-03 11-08-09 f T 12 IIM-4x4 12 7.00 37.00 N_N WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF IIIIIIIIINI[r/ THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING 11-3x5(S) M-3x5(S) 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 by CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL RACING TO THE HINGE CONNECTION SITUATION. o 1,' o o o M-3x4 M-3x4 17-06-12 y 17-06-12 ��EglINE . ' 0 35-01-08yCo�. IN �� t.�f�2 ( 89782PE �r JOB NAME : POLYGON NW PLAN 7—A NH — D3 Scale: 0.2319 WARNINGS: GENERAL NOTES, unless otherwise noted: -- Truss: D 3 1.Bulkier end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individual 4.y OREGON T+' and Warnings before construction commences. building component.Applicability o/design parameters and proper �a�. 2.254 compression web bracing must be installed where shown+. Incorporation o/component Is the responsibility of Me building designer. .,,5 �� ���` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom sae be to be laterally braced al 7/ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of the bustling designer. continuous sheathing such as plywood required hg(TC)and/or drywakl(BC). A U.L. Y1 3.2x Impact bridging or lateral bracing where shown♦♦ /"� `` SEQ. : K 13 4 5 8 3 7 4.No bad should be applied to any component until after all braGng est 4.Installation of buss is the responsibility of the reapecle contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to non- corrosive used in nonorrossive environment, TRANS I D: LINK design bads be to applied any component. and are for"dry condition.of use. 5.CompuTnre has no applied i over and assumes no responsibility for the 8.Design assumes full bearing et all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 fabdcatien,handling,shipment end installation of components. necessary. 6.This design is furnished subject to the limitation set forth by T.DPesign assumes adequate odthl h face Is truss,d. August 1 0,201 5 TPII TCA In SCSI,copies of which will be fumishei upon request 8 Mess colhncide with Joall be int canon er tinaes.s of truss,and placed so their center 5.Digits indicate else of plate In Inches. MITek USA,Inc./CompuTrus Software 7.8.8(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 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DIF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2309) 503 1- 8=(-348) 1971 2- 8=(-225) 205 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-2088) 501 8- 9=(-216) 1658 8- 3=1 -45) 460 WEBS: 2x4 ROOF STAND 3 9=(-1996) 451 9-10=(-214) 1589 3- 9=(-640) 253 LOADING 4- 5=(-1995) 450 10- 7-(-359) 1902 9- 4=(-282) 1122 TC LATERAL SUPPORT <= 12"OC. 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 PSF 6- 7-(-2336) 509 5-10-( -50) 483 TOTAL LOAD = 42.0 PSF 10- 6=(-251) 211 " For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 1470V -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 1470V 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IS-OND. 2: D-,--a4 +.-. .,-,1�:. ..__ c.. t-4-1__--,,',1_-...----......k ' g, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - -0.098" @ 17'- 5.2" Allowed = 1.709" MAX TL CREEP DEFL = -0.199" @ 17'- 5.2" Allowed = 2.272" MAX HORIZ. 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. 17-05-09 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,HCDL=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 1' ' T f 'f T Truss designed for wind loads 12 12 in the plane of the truss only. M-4x6 7.00 Q 7.00 4.0" 4 f-( • M-5x6(S) M-5x6(5) .1111 3.1' 4007 0.25" 0.25" 3 M-1.5x3 II M-1.5x3 M O / Ntill 1 g 1s // 910 “7 o o M-3x5 M-3x4 0.25" M-3x4 M-3x5 to M-5x8(S) y 8-10-11 y 8-06-09 y 8-06-09 y 9-00-03 �`�� NG P E,� `S/© 35-00 4 ,89782PE <" JOB NAME : POLYGON NW PLAN 7-A NH - D4 '7 Scale: 0.1922 F.. /\ -"- I ... ..-.. WARNINGS: GENERAL NOTES, unless otherwise noted: ' Truss: D4 1.Builder and erection contractor should be advised of ati General Notes 1.This design is based only upon the parameters shown and is for an Individual OREGON B and Warnings before construction commences. building component.Applbablety of design parameters and proper J! l. c 2.2x4 compression web bracing must be installed where shown+. Incorporation component b Ma responsibility of the building des finer. � V�4 < 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at '1 N Is the responsibility of the erector.Adtlidonal permanent Macho o! 2'continuousoc.and 50 10.o.c.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure is the responsibility of the building designer. sheathing such l bs plywoodcirequired where s o,eandr v drywell(BC1. p^ l ig 3.2x Impact bridging or lateral bracing shown++ �l (... SEQ. : K 13 4 5 8 3 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the reeponsOility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be rippled to any component. and ere for'dry condition.of use. 5.CompuTrus has no control over end assumes no responsibility for the 6. Design assumes full bearing at all supporta shown,Shin or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided, August{ 1 0,2015 6.This design is furnished subject to the limitations set form by B.Mates shall be located on both faces of buss,and placed so their center TPINJTCA In BCSI,copies of which will be famished upon request, lines coincide with joint center lines, 9.Bible indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-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: 2x4 KDDF #16,BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 RODE' #110TH SPACED 29.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 WEBS: 2x4 OF STAND; 2x4 RODE STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12"00. DON. DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIP 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -90/ 270V 0/ OH 5.50" 0.93 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psfl uplift at 24 "oc apaclhg. Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 considered for this design. MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed m 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= -0.094" @ 6'- 2.6" Allowed - 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" -- -f - MAX HORIZ. TL DEFL - 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 D 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, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=l.6, M-3x9 End vertical(s) are exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. 0 /- 10-.111111IIIIII 1111111 111 0 rn to , 1-AdMINO1111 MMEMMEMMEMMEMOMMIIIIMOMMOOMO 61.....4111 4 1..." 5 M-3x8 M-3x8 M-3x5 ' b k I 6-03-04 1-01-12 b b b 1-00 6-05 l Y 7-05 ���ED PR OF�rss t..? ANG N E.F-r /-'�'-y `r89782PE v JOB NAME : POLYGON NW PLAN 7-A NH - El Scale: 0.5166 �/ - jk.- WARNINGS: GENERAL NOTES, unless otherwise noted: T✓ X40 1.Builder and erection contractor should be advised of all General Nates 1.Thla design is based only upon the parameters shown and is for an indNldual 92 OREGON o 4•, Truss: E 1 and Warnings before construction commences. beading component.Applicability of design parameters and proper /��J A. 2.2x4 compression web bracing must be instead where shown+. Incorporation al component b the reaponslbility of the building designer. "..fT� �A a� G. V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al 7 'l J^f :J is the responsibility of the erector.Additional permanent bracing of 2'o.c.se at 10'o.c.such s pipely unless braced throughout(heir lenpm by DATE: 8/10/2015 me overall shit-lure Is me responsibilitycontinuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). PA U L `"' of the building designer. 3.Sc Impact bridging or lateral braGng where shown++ SEQ. : 1 3 4 5 8 3 9 4.No teed should be applied to any component until after all bracing and 4.Installation of truss Is the responalbliity of the respective contraGor fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D. LINK design wade be applied to any component. and are for'dry condition.or use. 5.CompuTrus has no control over and assumes no responsibility for the 8.De scot a assumes full bearing at all supports shown.Shim or wedge g EXPIRES: 12/31./201.6 fabrication,handling.shipment and Installation of components, ry. rr�y .s 7.Designassumesesadequate both Is provided. August 1O,L015 6.This design is famished subject to the limitations sat forth by 8.Plates shag be located on both faces of hues.and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E 1g.For basic connector plate design values see ESR-1311,ESR-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 9WR/DDF/Cq=1.00 TC; 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC; 2x4 ROOF #1&BTR SPACED 24.0" O.C. WEBS; 2x9 DF STAND; 2-3=( -26) 12 4-5=( 0) 0 2x4 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 5- 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT 5= 12."01. SON. TOTAL LOAD = 42.0 PSF 1'- 0,0" -92/ 353V -33/ 895 5.50" 0.53 KDDF ( 625) Unbalanced live loads have been 7'- 5.0" -90/ 2701/ 0/ OH 5.50" 0.43 KDDF ( 625) considered for this design. LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2; Dr n)gn checked for net f-5 Daft uplift at 24 "oc spaciJl7g. JT 1: Heel to plate corner = 9.25" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = -0.015" @ 0'- 0,0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF 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" f f MAX HORIZ. TL DEFL - 0.001" @ 7'- 2.2" 12 4.50 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), M-3x9 load duration factor=1.6, iiiiiiiriiiiii End verticals) are exposed to wind, Truss designed for wind loads I rn the plane of the truss only. to 0 ti 0 rn a f fit C3 0 6 A 4 ►�5 f M-3x8 M-3x8 M-3x5 y l 6-03-04 1-01-12 b b y 1-00 6-05 y y 7-05 �tigEo F R°Flits 44.7 c� .tiyG 1 IV EF9 /0,2 `t- 89782PE �<" JOB NAME : POLYGON NW PLAN 7-A NH - E2 Scale: 0.5166 _ WARNINGS: GENERAL NOTES, unless otherwlae noted: 40 _ _ Truss: E z 7.Satirist and erection contractor should be advised of all General Boles I.This design is based only upon the parameters shown and Is for en Individual 9,LOREGON '� and Warnings before construction commences. building component Applicability of design parameters and proper (� 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of Me building designer. �-.7,,, I 61 AlRy 1 2 ��Q" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be labrelly braced at -�/ `(- is the responsibility of the erector.Additional permanent bracing of T o.c.end at 70'o.c.respectively unlace braced throughout their length by DATE: 8/10/2015 me overall structure Is there2xImpcontinuct sheathing suerecplywooduired hersarm«Orywall(BC). /1A UL �\ responsibility of the building designer. 3.2z Impact bridging or labral ponesbracing required where shown++ /� SEQ. : K 1 3 4 5 8 4 0 4.No bad should be applied to any component until after all bracing and 4.Installation of buss 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 I D: LINK design beds be applied to any component. and are for'dry condition'of use. 5.CompuTma hes no control over and assumes no responsibility for the 8.Dealers assumes full bearing at all supports shown.Shim or wedge B EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. ++ 8.This design is furnished subject to Ore limitations set forth by 8.Plates assumes adequate b drainage is truss,andd. August 1 0,2015 8.Plates shell be located on both feces of cross,and plecetl so their center TPINVTGA In BCSI,copies of which will be furnished upon request, lines coincide with joint center linea. 9.Digits Indicate size of plate M Inches. MiTek USA,Inc./CompuTrua Software 7.8.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-tees(Milk) 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 #15BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 1-2=(-79) 23 1-4=(-68) 60 2-4=(-142) 120 WEBS: 2x4 DF STAND; 2-3=(-26) 12 9-5=( 0) 0 2x4 ROOF STAND 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 = 42.0 PSF 1'- 0.0" -28/ 233V -18/ 48H 5.50" 0.35 KDDF ) 625) Unbalanced live loads have been 4'- 6.8" -24/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) considered for this design. LL = 25 PSF Ground Snow (Pg) JT 1: Heel to plate corner = 4.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5➢.sf) uplift at 29 "or spariflq, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 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 T MAX HORIZ. LL DEFL = -0.000" @ 4'- 4.0" 12 MAX HORIZ. TL DEFL = -0.000" @ 4'- 4.0" 9.50 2 Design conforms to main windforce-resisting 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=1.6, End vertical(s) are exposed to wind, 3 Truss designed for wind loads ->, M-1.5x3 in the plane of the truss only. z LD IR no 0 I 0 0 I /- 1 00011111111111111111 om MI 0 6 MEM y5 M-3x8 M-3x8 M-3x4 y l )' 3-05 1-01-12 ), y y 1-00 3-06-12 b 4-06-12 �ti4'a P R(Fee,S c ��GIN�' 9 i� w 2 'r 89782PE �S- JOB NAME : POLYGON NW PLAN 7-A NH - E3 Scale: 0.5632 WARNINGS: GENERAL NOTES. unless othenviae noted: / _ Truss: E 3 +.Builder and erection contractor should be advised o/all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual OREGON i s` and Warnings before construction commences. balding component.Applicability of design parameters and proC is V I V [V 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the building proper v 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the by and bottom chords to be laterally braced al '�^ �i4 R,J �� DATE: is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'ex.respectively unless braced throughout their length by !)i(,,. r ` �`_t 8/10/2 015 the overall structure is the res continuous sheathing such as plywood sheathing(70)and/or drywallBI;. ,1 pA U l.. V responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 1<1345841 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the reepeciNe contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes Wsses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge H fabrication,handling,shipment end installation of components, 7.Desig16 n s,ary. EXPIRES: 231 iia 8.This design is furnished subject to the limitations set forth by 8.Met snshall be located assumes uoneboth fe drainacesls oftruss,end placed so their center August 10,2015 TPIdTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MITek LISA,Inc./CompuTrus Software 7.6.7(1L)-E 9.Digits indicate Nee of plate In Inches. 10.For basic connector plata design values see ESR-1311,ESR-1888(Web) AM This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci}:g. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #S HBTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, 11=22.9ft, TCDL-4.2,BC DL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), TOTAL LOAD 42.0 PSF load duration factor=1,6r Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall TOO. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 12 7.00 IM-4x9 12 3oo Q 7.00 N 2 O N 1 ///////////////Jll////////!%////l///////////////////!/!//////////l/////////.";i//// /ill/////////////l///!!////////!///////!l////1////////////!/////l//!/!//J///// O O M-3x5(5) o M-3x4 M-3x4 1' k — _), 10-00 y 12-00 y &Ea PR0p� 1-00 22-00 4,i• ‘AG `S}4 � 't' /89782PE 9r JOB NAME : POLYGON NW PLAN 7—A NH — Fl Scale: 0.3307 , v�— WARNINGS: GENERAL NOTES, unless otlierwlse noted: ✓ " ♦,.. ' Truss: F 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual • -7 OREGON ti and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. ,q...5- Incorporation o/component Is the responsibility of Me building designer. 3.Additional temporary bracing to insure stability dudig construction 2.Design assumes the lop and bosom chords to be laterally braced at � R Y N1(<'� Is the responsibility of the erector.Adrlltlonal permanent bracing of 2'o.c,and at 70'o.c,respectively unless braced throughout their length by DATE: 8/10/2015 ma overall structure is the reaponslbllily of the budding designer. continuous sheathing such as plywood sheaMhg(TC)and/or drywall(BC). A U% Cl\ 4.No beer should be applied to an g an 3.2x Impact bridging or lateral bracing required where shown++ t"� ! SEQ. : K 13 4 5 8 4 2 pw y component until after a9 bream d 4.Installation of buss N the responsibility of the respective contractor. fasteners ere complete and at no lime should any loam greater then 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are for`dry condition.of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes lull bearing et all supporta shown.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 5.This design is furnished subject to the limitations set forth8.Design shall b ea.ded on drainagelt, Is provided. August 1 0,2015 by 8.Plates snag be located on both feces of truss,and placed so their center TPIhVTCA in SCSI,copies of which will be furnished upon request. tins coincide with joint canter lines. Wick USA,Inc./Com uTNs Software7.8.6(11.)-E 9.Diggs indicate size of plate in Inches. P 10.For basic connector plate design values see ESR-1311,ESR-1985(MITek) This design prepared from computer input by PACIFICLUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 8=(-181) 1109 3- 8=(-299) 232 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1360) 305 8- 9=( -88) 718 8- 4=(-126) 521 3- 4=(-1195) 337 9- 6=(-207) 1085 4- 9=(-126) 521 LOADING 4- 5=(-1195) 337 9- 5=(-299) 232 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1360) 305 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=( 0) 57 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 153H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. !COND. 2: Desicn checked fox net l_-5 psf) :uplift at 24 "oc spaclilg. VERTICAL DEFLECTION LIMITS: LL-L/290, 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 BORIZ. 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 T f fsystem and components and cladding criteria. 12 M-4x6 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00Q 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, q Truss designed for wind loads in the plane of the truss only. I� M-1.5x3 71.5x3 4/00 In O N 4 la O 14 9 6 of M-3x9 M-3x4 M-3x5(5) M-3x4 M-3x9 I 0 y y b 7-05-19 7-00-05 7-05-19 y b y 10-00 12-00 fs f'RQFfitr 1-00y 22-00 1-00J" ��Gj�. `NGtNE,�'9 /©v w ,89782PE 9r' JOB NAME : POLYGON NW PLAN 7-A NH - F2 Scale: 0.2557 WARNINGS: GENERAL NOTES, unless otherwise noted: ('gyp �, Truss: F2 1 Builder and erection contractor should be edWeetl of all General Notes 1 This design Is based only upon the parameter shown and Is for an individual -'{� W F'7 E G O N t�.N," and Warnings before construction commences building component.Applicability of design parameters and proper V 2.2x4 compression web bradng moat co installed where shown s Incorporation of component is the responsibility of the building designer. 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7lot.tiLq R y 'ti 5 Is the responsibility of the erector.Additional permanent bracing of 2 o.c.end et 10 0¢respectively unless braced throughout their bngm by DATE: 6/10/2016 the overall structure Is the responsibility continuous sheathing such as plywood sheathrg(Tc)and/or drywall(BC) dirf"sA U I pans y of the building designer. 3.2x Impact bddging or lateral bracing required where shown** /"e SEQ. : Ni3 4 5 8 4 3 4.No load should be applied to any component until after all bracing and 4.installation of Is the responsibility Mme reepectNe contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for condition"of uee. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design spumes full bearing al all supporta strewn.Shim or wedge If EXPIRES: fabrication,handling,shipment and installation of components, y' ♦ S. 12/31/2016 8.This desgnisfurnished subject tothe limitations set forth by 9.Petesshsign a::beocas edonbouate thlfaesge o tows, August 10,2015 8.Plates:001 be located on both faces of Truss,and placed so their center TFPWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.6(1L)-E 9.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) 4 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 9168TR LOAD DURATION INCREASE = 1.15 (Non-Rep) BG 2x6 KDDF SS1- 2=(-12708) 2820 1- 8=(-2334) 10626 8- 2=( -536) 2599 11- 6=(-1920) 970 2- 3=(-10490) 2372 8- 9=(-2318) 10550 2- 9=(-1920) 970 6-12=( -536) 2544 WEBS: 2x4 KDDF STAND; LOADING 2x4 DF STAND A; 3- 9=( -8090) 1872 9-10=(-1904) 8850 9- 3=( -776) 3509 LL = 25 PSF Ground Snow (Pg) 4- 5=( -8090) 1872 10-11=(-1904) 8850 3-10=(-3170) 760 2x6 KDDF 92 B TC UNIF IL) 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-10490) 2372 11-12=(-2318) 10550 10- 4=(-1814) 7896 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=(-2334) 10626 10- 5=1-3170) 760 TC LATERAL SUPPORT C= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL 5-11=( -776) 3509 ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA Join together 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE 55.I1. (SPECIES) BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625) nails staggered at: 9" oc in 1 row(s) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF ( 625) ws) throughout 2x4 top chords, 7" oc in 2 rows) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, ICOND 2: P_..4. y..ry,_,1_. ,,o-�aa . , . ._..-d__.,i..:____.�9ya. ,.illi, 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 BORIZ. 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 T system and components and cladding criteria. 4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 Wind: 190 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T l' ' T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 7.00 IIM-6x6 Truss designed for wind loads 7.00 in the plane of the truss only. 6.0" • 4 �� M-3x6M-3x6 3 M-3x6 2 M-3x6 6 dl1Ph 6x10If ;•.4.6!.. rn 1.1.1111=11 III =ME IIISAMINIMILII CD 11 14 1 r� 8 9 10 12 '''''''7 0 I o M-3x8 M-6x8 0.25" M-6x8 M-3x8 =M-8x8(5) y 1 l y b b b 4-02 3-03-04 3-06-12 3-06-12 3-03-04 4-02 4E(} PRQFe b 22-00 y ��C. NGINE'�� % 2 `� 89782PE 9c' JOB NAME : POLYGON NW PLAN 7-A NH - F3 Scale: 0.2911 WARNINGS: GENERAL NOTES, unless otherwise noted: M1"-- _ Truss: F 3 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 IndNMuel 9 OR EG O N and Warnings before construction commences. building component.Applicability of design parameters and 3.299 campreaslon web bracing must be Installed where shown+. Inmrpoalbn of component Is the res proper p responsibility of the building designer. .S� � 2 Ry A5 �/y� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laleratly braced al �! 7. is the responsibility of the erector.Additional permanent bracing of I oc.end elf 0'0.0.respasdoaty unless braced throughout their length by DATE: 8/10/2015 me overall structuretois thea responsibility of the building designer. continuous sheathing.ash as plywood sheathing(TC)and/or drywau(B0). p n U L {��y 9.No load should be applied to an 3.2x Impact bridging or lateral bracing required where shown++ `"1 C SEQ. : K 1 3 4 5 8 4 4 pW y component until after all bracing and A Installation of truss Is the responaronity of the respectNe contractor. fasteners ere complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for^dry condition'of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design easaumes full bearing at all supports shown.Shim on wedge N fabrication.handling,shipment and Installation of components. awes ry. EXPIRES: 12/31./2016 8.This design isfurnished subject tothe Imitations set forth by T.Designeshaeumeladedted on othageto truss, August 10,2015 TPI/WTCA In SCSI,copies of which will be furnished upon request. a nesscoincide be Joint center Mines. faces of buss,and placed so their center MiTek USA,Inc./CompuTNs Software 7.8.6(4L)-E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1980(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 HOOF 1(1&BTR SPACED 29.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=( 0) 50 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 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 QND _N still`yl 4•4••• .'c'-� I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - �:-.- 11:;,�- ins g, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 s 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. T f 5-09-09 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 T f f (All Heights), Enclosed, Cat.2, Exp.B, MW£RS(Dir), 12 load duration factor=1.6, 6.00 M-9X6 12 End vertical(s) are exposed to wind, Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 ,(--( M-1.5x3 ilbM-1.5x3 3 5 rn O o I t LIW 1=1:1 110 o9 o M-3x9 M-3x4 M-3x5(5) M-3x4 M-3x9 6 0 b y y b 7-06-03 6-11-11 7-06-03 )' y k y 10-00 12-00 y �` r Rp�`V 1 ao z2 0o b b 5 O NGINE ' ` 0 1-00 w? 2 ' /89782PE fir" JOB NAME : POLYGON NW PLAN 7-A NH - Gl �' ..----7 Scale: 0.2557 H- - ,- - J� / %/ 40 WARNINGS •: ..... GENERAL NOTES, unless otherwise need. .�y � Truss: G 1 t Builder and erection contractor should be adNeed of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual r OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper 2 2x4 compression web bracing moat be Installed where shown«. 2.Design assumes the top and bottom chords to be laterally braced et �/Incorporation of component Is the responsibility of the building designer. ,,.5� ' '4 Z. � 3.Additional temporary bracing to Insure stability during construction Ie the responsibility of the erector.Additional permanent bracing of 2'o.c,and at ig'o.c.respectively unless braced throughout their length by /r DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. contlnuaue sheathing or such ee plywood required a whereC)shown O drywell(BC). d` t% 3.2z Impact bridging lateral bracing required shown«« /"A U SEQ. : K l 3 4 5 8 4 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS I D: LINK design loads be applied to any component. and are for'dry condition.of use. 5.CarnpuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2016 fabricatmn,handling,shipment and installation of components. necessary. 6.This desi7.Plates shall be sadedon drainageistruss,a August 10,2015 gn is furnished os or oc to Me limitations set forth by 3,plates shall be located on both feces of truss,and placed so their center TPI/WiCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,InC.lCompuTNS Software 7.6.7(1L)-E 9.Digits indicate size of plata In Inches, 10.For basic connector plate design values see ESR-1311,ESR-1933(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 spaci(1g. TC: 22,4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1613112 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"0C. U061. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor-l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall (304. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 T i' 12 6.00 D 1 1 M-4x4 12 3 Q 6.00 m 2 9 6141F, 0 0 1 //////////////////l//////////////1/////////////////l////////////C///////////////l////////////////////l///////////////////////////////////////l/l///////////////////////-/// 5 I O M-3x5(S) o M-3x9 M-3x9 b b l 10-00 12-00 • o P•o ` 1-00 22-00 �"� .\GIN - e4S 89782PE v JOB NAME : POLYGON NW PLAN 7-A NH - GGE .//1-/' r = This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 11.0" TC: 2x9 KDDF #1bBTR COND. 2: Desi qn checked for net(-5 psf) uplift at 24 '•oc spacibq. BC: 2x4 KDDF #110TR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: x4 KDDF STAND 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: 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, Cat.2, Exp.B, MWFRS, TOTAL LOAD = 42.0 PSF interior zone, load duration factor=1,6 LL = 25 PSF Ground Snow (Pg) Note:Truss design requires continuous bearing wall for entire span UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-09-04 0-01-12 T T 12 4.00 l✓ M-1.5x3 3 2 i 0 I M0 ,-t r1 rh M-2,5x4 M-145x3 J b y 1-00 2-11 ��c,ED p R QFe. s ��5 ENGINEER /O w 2 4 89782PE 9v JOB NAME : POLYGON NW PLAN 7-A NH - Hl Scale: 0.7180 / WARNINGS: GENERAL NOTES, unless otherwise noted / �/ 4, ----. Truss: H 1 1.Builder and erection contra o should be races,advised of all General Notes This design is based only upon Me parameters ar shown and Is o en Individual vhf OREGON O h 1 and Warnings before construction commences. building component Applicability of design parameters and proper 7 1-1 t=.l7 ,V ry �y.. 2.2x4 compression web bracing moat be Installed where shown*. Incorporation o/component is the responsibility of the building desIgnen4. �� �V��` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally Cain et �}! N the responsibility of the erector.Additional pennenenl bracing of 2'continuous end at 70'o.a respectively unless braced throughout their length by ` DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2z impact bridging or such l bracings plywood requiredsheathing(TC)weresw and/or drywall(SC). !\ C1. 4.No bed should be applied to an 9 9 or lateral he where shown ♦ P `t SEQ.: K 1 3 4 5 8 4 7 ppl y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment. TRANS I D: LINK design bads be applied b any component end are for'dry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge d EXPIRES: XP' ^ fabrication,handling,shipment and installation of components. necessary /.] �G O C 5.This design Is furnished subject to the limitations set forth by 8.Deter assumes adequate drainage is rusand August 1 0,2015 3 G V S.Wales shell be located on both feces of truss, placed so their center TPIANCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center line. MiTek USA,Inc./CompuTrus Software 7.8.4(7 y-E a Digits indicate size of plate In inches. 19.For bask connector piste design values see E5R-1311,ESR-1958(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF #110TH SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 0= 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 0= 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 = 42.0 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 ICOND. 2: p-n.i,�wwoo al�L,. .4w= U��-,�_+a�ika .r.ilg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.004" @ CO- 0.0" Allowed = D.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 HORIE. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL - 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 -/ Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, lir Truss designed for wind loads in the plane of the truss only. trt 0 ti II 0o 4_>.<... 3 /` M-3x8 M-3x6 b - y 3-00 n 00 y ,., oc, Np"p F�. /0 (PROVIDE FULL BEARING;Jts:4,3,2 1 ! 1 17 $9782PE -- JOB NAME : POLYGON NW PLAN 7-A NH - H2 Scale: 0.9459 �. ---' ,^'/ - .. WARNINGS: GENERAL NOTES, unless otherwise noted: , 14) Truss: H 2 1.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 9y OREGON zh�0. and Warnings before construction commences. building component.Applicability of design parameters and proper % 1 V i^" 2.2x4 compression web bracing must be Installed where shown•. incorporation of component la the responsibility of the building designer. 1 ^ ,� 2.Design assumes the tap and bottom chorda to be laterally braced et 7z(�l�'l R Y 'S � 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by •F� ` Is the responsibility of the erector.Addidonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(61). ��{{ i DATE: 8/10/2015 Ne overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• �/"S U SEQ. : Ki3 4 5 8 4 8 4.No load should he applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contracto, fasteners are complete and at no time should any loads greeter than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition.of use. 5.CompuTru has no contra over and assumes no responsibility for the 8.Design assumes lull beefing al all supporta shown.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handling.shipment end installation of components. necessary. 7.Design assumes adequate drainage Is prodded. August 10,2015 0 This design is furnished subject to the limitations set fold by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA In SCSI,copies of Mich will be furnished upon request, lines coin0de with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ina./CompuTrus Software 7.8.6(IL)-E 10.For bask connector plate design values see EBR-1311,ESR-1986(MUM)