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Plans (138) mS\ - (✓V sC` 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. tiRcD PROF '<0 ‘..,‘G, NEE. d% 4 89782PE r Y+OREGON oh,�`2' k PAUL \J August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264 UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3ttCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCryF S8T1 VAVLj56CBygBiS I 1-0-0 I P'S-61 1 1-2-0 1 r 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 • Y 9 a�.�o 9/�aii. N dooe.�_ N a B ev e• 2& 23 22 21 20 19 18 17 3x5= 3x5 = 1.5x3 II 3x5= 3x5= 3x5= 1 7-0-14 17-7-14 18-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)- 18:0-1-8.Edge].[19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 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). 4�� P R Qp LOAD CASE(S) Standard �[N� cS'/29 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 1GJ a Uniform Loads(pIf) (���21E f Vert:16-24=8,1-15=80 Concentrated Loads(Ib) Vert:2=-674(F) allig ,.,P,1,OREGON2c�Y" PAUL V1/4\ EXPIRES: 12/31/2016 August 7,2015 1 I A1 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. 11. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown put is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ! �T��* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BMI 1 fabrication,quality control storage.delivery,erection and bracing.consult ANSI/fPl1 Quality Criteria,DS6-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,761 N.Lee Street.Suite 312,Alexandria.VA 22314. Suite 109 cilmc Noightc CA 95910 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 Q0Z6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 I I "0-8 I I 2-6-0 1 Scale:1/2"=1 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 • 0 0 _ _ b —\e N e e 1. 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 II 4x6= 3x6= 3x4= I 1-1-12 11-8-12 12-3 12 1 13-8-4 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)- [2:0-1-8 Edge] [3.0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Ina YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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=-1502/0,45=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=471/0,411=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. PR OF-- RV ts, < �NG[NE9 /0 2 ' ' 867$2PE y` - OREGON ,' 1 G"4RY152QQt2 ir PAUL 00, EXPIRES: 12/31/2016 August 7,2015 4 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mack 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 Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek ' fabrication,quality control storage,delivery,erection and bracing.consul ANSI/TPI1 Quality Criteria,DSB•89 and ICS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rams Noightc r`A A5a10 Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264 UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51 WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ I 2-6-0 I 0, 1 1-2-0 11 0-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4 = 3x4= 1.5x3 Il 3x4 = 1.5x3 II 1 2 3 4 5 3x4= 6 7 6 e i • • e • , 0111.11.11.11.11111.11111.111.1111111111.11 11111111111411111111111111111111114141111411111111111111 — \ oii ° Illik4%11111 _ e o a e e .1116. 14 13 12 11 10 3x4= 3x6 =1.5x3 I I 1.5x3 II 3x6 = 3x4= I 5-10-2 1 6-5-2 17-0-2 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [4'0-1-8.Edge].[5:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (•b)-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. 'RIO PROPE' tS 89782PE < 7-7,r. . mew 7 OREGON �,. 9Rk PAUL R\ EXPIRES: 12/31/2016 August 7,2015 4 0 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the I[�T� • erector.Additional permanent bracing of the overall structure is the responsibility6Y[of the building designer.For general guidance regarding [ fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify 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 Citmc Uvigntc CA 95aln Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT v91TEGtylhJmpVygBiP 1 2-6-0 1 I 1-8-0 11 1-2-0 110-8-14 I Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 4. Id _ ae _ a N - e L 1& 13 12 11 10 3x4= 3x6= 1.5x3 11 1.5x3 11 3x6= 3x4= 1 7-0-14 17-7-14 16-2-14 I 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [4:0-1-8.Edge].[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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/TPI2007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,3-4=2010/0,4-5=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. ckt.D PR ore, •mac, \A I E6- /0 4. t97782PE c- < , V OREGON oJ� EXPIRES: 12/31/2016 August 7,2015 I ®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 MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mil 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 1 fabrication,quality control,storage,delivery,erection and bracing,consul ANSI/1711 Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 short Heights,r:A A5610 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_WJOxZ8jokyffsSGMlm6rT_I9JyEJXy1 hJmpVyqBiP I 2-0-10 I I 1-2-0 1 I 0-8-14 I I 2-6-0 I Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 • 0 N e 1 10 9 e 8 l3( 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= 1 2-3-10 1 2-10-10I 35-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— 12:0-1-8 Edge] [3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress[nor 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. r‘,,cp PRQp t�,NG]NES•5, `r'O2 89782PE r AV 92 •REGON oN. 4 G'4RY 16 Z t4, MAUL F s.\ EXPIRES: 12/31/2016 August 7,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. er Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Mit 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 fabrication,quality control storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Crtieda,056-89 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 CiBn,c Heights CA 05010 Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamU5spGpReg3G?e203vZYjzhM5FL3JLyygBio I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I 1 1-2-0 1 1 1-4-0 I 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a 0 ..,111111r. -4114111111Ssit. N ° - a e e e e° e _, 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4 = 12-10-12 I 4-10-12 15-5-12 I6-0-12 1 11-8-12 12-3-12 1 1 15-11-12 1 4-10-12 0-7-0 0-7-0 5-8-0 10-7-0 0-7-0 3-1-0 Plate Offsets(X Y)— [7:0-1-8 Edge1412•0-1-8.Edge],[15:0-1-8 Edge].[16:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied orb-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 17=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. ct I) PROiepe, 89782PE " imi - OREGON (,11 Q PAUL ,v4 EXPIRES: 12/31/2016 August 7,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. A 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,consul ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Intormalion available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 ran,s HrigM`na 9581 n Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guzOgOnnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:17.6 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 ....„ ......_ 0 CV y e e 11 10 9 8 4111* 1.5x3 I I 1.5x3 II 3x6= 3x4= 3x4 = I 2-0-14 1 2-7-14 I 3-2-14 I 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8 Edge] [3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=94010,4-5=-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. 4ti) PROft 4. 89782PE NIIu -V •REGON QN. 9iQ 'IRY 1b 21c PAUL '- EXPIRES: 12/31/2016 August 7,2015 4 ! ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.0211512015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. flit" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.gracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �1l�l�fek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding B fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/Tell Quality Catena,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 rites Heighte CA 95als Job Truss Truss Type Qty Ply POLYGON R45124655 PL18-264 UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzcl Oj6XW7b1xUJTkT5MGNFRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 1 1 0-8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 N e o e e e e 1 16 15 14 13 12 304 = 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 I 16-4-4 I 4-10.12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 1415 >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 Ina' YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2435/0,3-4=-2435/0,4-5=2435/0,5-6=-2821/0,6-7=2821/0,7-8=2063/0,8-9=2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-019/0,415=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. (cs,,y, P R QFeot 4t 89782PE <" 7 a REGON rN it r, cS4 - EXPIRES: 12/31/2016 August 7,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.02/162015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI... Applicability of design parameters and proper incorporation of component is responsibility of building desiigner-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 *'T$k" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI B fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quaity 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 r8nrc HeightnnA 95610 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MIIgEJcfnn0EO�7HADVCgiGheXZnbxA2zXyJHyHygBiL I 2-6-0 1 2-1-12 1 I 1-2-0 I 10-9-8 1 2-3-0 I I 2-3-0 I I 1-2-0 I P&--12-1 r_ 21 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 0 e e o / / o (Ti e _e s' \ e / e ee 1' 16 15 14 13 12 i 3x4 = 3x4= 3x4= 3x6= 1.5x3 I I 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 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X Y)— [T0-1-8 Edge] [12:0-1-8 Edge] 115.0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/defl 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 op and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,�R,EO PRQ,r ., ��` ci , t. NG1 �FR /��' cc 8•782PE T"' 17 OREGON 2,t" EXPIRES: 12/31/2016 August 7,2015 e e A 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. �r 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 !Y® I fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPll Qua11y Crtiena,DSB-89 and BCSI Bonding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 nunis Nnighfc,nA 05810 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3j" Center plate on joint unless x,y p y 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury rM,. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. O 1/'�„ 2. Truss bracing must be designed by an engineer.For wide truss spacingindividual lateral braces themselves 4 may require bracin,g,or alternative Tor I _ O likillithh p bracing should be considered.�_� O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�s cel c5 6 designer,erection supervisor,property owner and plates 0 'nt' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber Software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that (Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. •M ill III P reaction section indicates joint ill 11111 17.Install and load number where bearings occur. ®� vertically unless indicated otherwise. __ Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MAII19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek 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. s p PRO FSS GI111E � /0 89782PE 1.�f I OREGON t.10'.- 1 ,'QRY Ab, 4(' PA UL O i' E'XP`IRE%! 12/31/2016 August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaciltg. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF 41&RTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT<= 12"0C. UON. LOADING Wind: 190 mph, h=24.lft, TC DL=4.2, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF .2, Ex.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, CatExp.B, MWFRS(Dir), load duration TOTAL LOAD = 92.0 PSF desifactor=l.6, designed designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UO4. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-03-04 8-03-04 T T T 12 TIM-4x4 12 14.00 7 3 14.00 4.11 o 411111111111 L) o o 0 M-3x4 M-3x4 f.�n e �� 1) PR Vp5A GINE' c tar' 4 439782P ca / i JOB NAME : POLYGON NW PLAN 7-A NH - Al _:1 Scale: 0.2641 [}�/'w�/'�(�� Woted ARNINGS:Bidder GENERAL NOTEunless on the otherwise shown and Is for an individual y►. VI l...5 14J14 h 7.BuNtler and erection contractor should be advised of all General Noise 1.This design is based only upon the parameters +"� v ,zr N. Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper f. Y1 2.244 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the budding designer. ✓� C/A1`- . G V� 3.Addelenal temporary bracing to Insure stability during construction 2.Design and et tI the tap end bottom seechoion to be laterally braced et 7 �l Y 1 J is the responsibility of the erector.Additional permanent bracing of 2 o.c.and et/0 c.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(IC)and/or drywafi(BC). EIA 1 1 L 0 DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where Mown+• ri t.l 1.. 4.Na load should be applied to any component Bell after at bracing and 4.Installation of Truss is the responsibility of the respective contractor. - SEQ.: K1345829 fasteners are compete and at no lime should any loads greater than s.Design assumes trusses are to be used b a non-cormewe environment. design baa.be epplletl to any component. and are for"dry condition"of use. TRANS I D: LINK S.GompuTrus has no control over and assumes no responsibility lar the 6.Design Ml bearing at all supporta shown.SMm or wedge it EXPIRES: 12/31/2016 fabdce8on,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 10,2015 S.This design is furnished subject b n the limitations set fadh by e.Plates shall be located on both feces of truss,and placed so their center TPVWICA In BCSI,copies of which all be furnished upon request. fines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1L)-E II.For basic connector plate design values see ESR-1311,ESR-1988(MIT.) 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: 209 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-89) 485 3- 8=(-270) 278 BC: 2x9 KDDF N16BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-709) 207 8- 6=(-70) 383 8- 9=(-2 530 3- 9=(-596) 278 8- 5=(-270)70) 278 LOADING 4- 5=(-596) 278 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-704) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 TOTAL LOAD = 92.0 POP OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -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) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. a ' r ' - - -- ---- 9• VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-03-04 8-03-04 1MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T 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" 4 't 1 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 12 M-4x6 MAX BC PANEL TL DEFL = -0.047" @ 3'- 9.1" Allowed = 0.498" 14.00 19.00 4.0" MAX HORIZ. LL DEFL = 0.006" 0 16'- 1.0" 4 AE MAX HORIZ. TL DEFL = 0.009" @ 16'- 1.0" pi I 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, (A11 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. M-1.5x3 M-1.5x3 3 ,. )00fr... 0 0 u, Fw o r 17 N I 8 0 O M-3x4 M-3x8 M-3x4 0 y 8-03-04 y 8-03-04 J. (� PRQ1F Ssy y yGiNE / o• ' ° '9 �1 00 16-06-08 1-00 ,c" 89782PE Jr.., JOB NAME : POLYGON NW PLAN 7-A NH - A2 0-74 , y- Scale: 0.2619 -/!;C,f" -,J4 WARNINGS: GENERA/NOTES, unless otherwisenoted' ,.,.,. Truss: A2 1.Builder and erection contracior should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 1' OREGON o'` and Warnings before construction commence. balding component Applicability of design parameters and proper 2.2a4 compression web bracing meet be Installed where shown-o. incorporation of component Is he responsibility ohne building designer. �[�� 1 !�JQ� 3 Additional bracing to Insure stability during conetructNn 2.Design assumes the top and bottom Mohs to be laterelry braced at ] A � +'�,`.. Is me responsibility of the erector.Additional permanent bracing of 2 o c.and et 10 o c respectively anises braced throughout their length by DATE: 8/10/2015 the overall structure Is the rasps soRry of the building designer. continuous sheathing such as plywood sheathing(TG)and/or drywell(BC). T U L 3.24 Impact bddgmg or lateral braang required where shown t a F•'IA.t SEQ.: K 13 4 5 8 3 0 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition of use. �/p 12/31/2016 ryy]q/}({ (� 5.GompuTrus has no control over and assumes no responsibility for ms 6.Designeary.assumes fill bearing at an suppon:shown.Shim or wedge s EY'L f IR S: 1 G/U 1/L01 6 fabrication.handling.shipment arrd installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center August 10,2015 TPIM/1CA in SCSI,copies of which will be fumlahed upon request. lnes coincide with(oint center lines. MiTek USA,Inc./CompuTfub Software 7.6.6(1L}E 9.Digits Indlate size of plate in Inches. 10.For basic connector plate design values see E5R-7371,ESR-1988(Web) 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 #140TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6136) 1370 1- 6=(-864) 3722 2- 6=( -630) 2990 BC: 2x6 KDDF #1613TR 2- 3=(-4064) 1092 6- 7=(-868) 3740 2- 7=(-1886) 570 WEBS: 2x9 KDDF STAND; LOADING 3- 9=(-4069) 1092 7- 8-(-778) 3790 7- 3=(-1994) 5772 2x9 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6136) 1370 8- 5=(-774) 3722 7- 4=(-1886) 570 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 16'- 6.5" V 8- 4=( -630) 2990 BC UNIF LL( 914.1)+OL( 301.6)= 715.6 PLF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT <= 12"0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. 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" -1450/ 6948V -256/ 256H 5.50" 10.32 (DIP ( 625) 16'- 6.5" -1950/ 6498V 0/ OH 5.50" 10.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: o 9" oc in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 " c spacing. 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 webs, - MAX LL DEFL = -0.039" @ 4'- 5.2" Allowed = 0.781" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.079" @ 9'- 5.2" Allowed = 1.042" MAX HORIZ. LL DEFL = 0.019" @ 16'- 1.0" 8-03-04 8-03-04 MAX HORIZ. TL DEFL = 0.024" @ 16'- 1.0" T T T 4-06-15 3-08-05 3-08-05 4-06-15 Design conforms to main windforce-resisting T ' f f '( system and components and cladding criteria. 12 12 M-4x10 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 7 \14.00 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 34.0" load duration factor=l.6, Truss designed for wind loads Vin the plane of the truss only. M-3x6 11111111 M-3x6 J/" 1' oTAVEL&so V A 20 o _ 6 7 8 5 I M-5x10 M-3x8 M-7x10 M-3x8 M-5x10 l I (�p'�/'� F k 4-05-03 y 3-10-01 y 3-10-01 y O f RO4-05-03 y �'� '04 ''.9 E cii y t 16-06-08 t�L 8 782PE c- /- JOB JOB NAME : POLYGON NW PLAN 7-A NH - A3 r '� 1/ f Scale: 0.2332 . "'' t - ' WARNINGS: GENERAL NOTES, unless otherwise noted Co,-„e,(Y� /'t�/'4(il 41, t.Bader and eredbn contrador should be advised or all General Notes /.This design la based only upon the parameters shown and is/or an individual 1 V 1,.74/IV (ti. Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper q, 2.2e4 compression web bracing men be installed where shown*. incorporation of component la the responsibility of building designer. =1 (.4/ 2. Pi},. 1 t> 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom cholla la be laterally braced et �T 4(�,r'' Is the responsibility of the erector.Additional permanent bracing of T o.c.and at l0'o.n.respectively unless braced throughout their length by ('j continuous sheathing such as phwood sheathing(TC)and/or drywall(BC). PAUL L `i- DATE: 8/10/2015 the overall structure is the reaponaibllty of the building designer. 3.2x loped bridging or lateral bracing required where shown 05 +V 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the Nepenthe contractor. SEQ.: K 13 4 5 8 31 fasteners are complete and at no time should any loads greater than 5.Design assumes tenses ere to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and arebr'das MIbry loring"of use. 5.CompuTrrua has no control over and assumes no responsibility forme 8.Gasses awmea roll bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016. ry fabrication,handling,shipment and installation of components. 7.Deagn assumes adequate drainage Is provided. August 1 0,2015 8.This design N furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,end placed so their center TPUWTCA in SCSI,copies of which will be furnished upon request. Ones colndde with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see(58.1311,ESR-1988(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacillg. TC: 2x4 KDDF #108TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" 0.1. Design and componentsms to main d claddingresisting system and and cladding criteria. TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.3ft, TC DL=9.2,BC DL=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 POP Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UOd. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-102 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-06 3-06 T T T 12 12 IIM-4x4 14.00 7 7,14.00 2 Ilk o f L -/o o f a O MW O M-3x4 M-3x4 7-00 <Cc' D PR OpFss 89782PE Wo �'r` JOB NAME : POLYGON NW PLAN 7—A NH — B12 „' !�›.1„ c--J Scale: 0.5570 G' -.•: \ WARNINGS: GENERAL NOTES, unless otherwise noted: v ///��`� I Truss: B1 41, Bulkier and erection contractor should be advised o/Cl General Notes 1.This design Is based only upon the parameters shown and is Mr an individual Qti and Warnings before construction commences. building component Applicability of design parameters and proper yy 2.2x4 compression web bracing must be Installed where shown• Incorporation of component 4 the responsibility of the building tleaignar. � �^� (,,e (7. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom drone to be throughout braced at ST C is the responsibility of the eredor.Additional permanent bracing of 2'o c.and at ill a.c.rsuch as sty unless braced throng nd/melt length by A UL �` continuous sheathing such as plywood ing(TC)and/or dommll(BC). �' DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ SEQ.: K 13 4 5 8 3 2 4.No bed should be applied to any component until alter all bracing and 4.Installation of hiss Is the responsibility of the respectNe contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be urged Ina nen-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry condition of use. 5.CompuTmshasnocontroloverandassumesnoresponsiblityforthe 5.Design a.wmesfunbea"ng at al supports shown.Shim erwedgeif EXPIRES: 12/e31)2016mme . fabrication,handling,shipment and installation of components. 7.Design adequate drainage Is prodded. August 10,2015 8.This design Is furnished cabled la the imitations set forth by 8.Plates shall be located on both feces of truss,and planed so their center TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines MTek USA,Inc./Com Trus Software 7.6.6 1L E 9.Digits Indicate ride of plate In inches. PD ( )- to.For basic connector plate design values see ESR-1311,ESR-1958(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 9.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #l6BTR; SPACED 24.0" O.C. Design conforms to main n windforce-resisting 2x9 KDDF #l&BTR B2 system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.Bft, TCDL=4.2,13CDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12-09-09 12-09-09 T T T 12 IIM-4x412 7.00 p 2 Q 7.00 1:: WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. N 1 pN O - a, Zf-1 R9 /:' 0 0 I M-3x5(5) o M-3x9 M-3x9 y 10-00 y 19-08-08 y D P R Q 5 y 29-08-08 ,;• ,,..„ ,4 .yo. � - `$97 2PE r- JOB NAME : POLYGON NW PLAN 7—A NH — Cl Scale: 0.3040 ' ,..7,%--_-.....,.....) .-_-7--- /--' WARNINGS; GENERAL NOTES, unlessotherwlse noted: ' OREGON• 40 1.Builder and erection ontrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en individual '9 O QNe Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper J 2.2,4 compression web bredng must be Instated where shown a. Incorporation of component lathe responsibility of the building designer. 11,14 Vi4RY: ,y 5C 3.Additional temporary bracing to Inure stability during constructioni lir 2.Design assumes the lap and boitom chords to be laterally braced at �.s f J _4 ced throughout their length by is the responsibility of the erector.Addfllonalpermanenlbraeing of onNI tnuouessheathing rsuch as plywood shctively unless eathing(TC)ndlor drywell(BC). P DATE: 8/10/2015 the overall structure Is the responsibtlty of the building designer. 3.2<Impact bridging or lateral bracing required where shown e n A Li 1"' SEQ. : K 13 4 5 8 3 3 4.No load should be applied to any component until after all bracing and 4.Installation sst llatisromtru ss Is the responsibility c ogxa the respective contractor. wieners are complete and at no time should any loses greater than and en re for"dry condition"of use. TRANS ID: LINK design loads be applied to anyrendesnt. pool 8.Design assumes full bearing at at supports shown.Shim or wedge if EXPIRES: (}/] �ry/1�ys 5.CompuTrus has no control over and assumes no responsibility for the X RES G/3 GV V fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage Is prodded. August 1 0,201 5 6.This design Is furnished ished subject to the limitationsset forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIA9FGA MKS),copies of which wig be furnished upon request. lines coincide with Joint center lines. 8.Digits indicate aloe of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L(-E to.For basic connector plate design values see ESR-1311,ESR-1858(Weld 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: 204 KDDF #148TR LOAD DURATION INCREASE = 1.15 1- 2=(-2855) 608 1- 7=(-473) 2459 7- 2=( -195) 1460 BC: 2x4 KDDF 016BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1190) 335 7- 8=(-966) 2401 2- 8=(-1691) 453 3- 9=( -987) 311 8- 9=(-199) 1225 8- 3=( -172) 678 LOADING 4- 5=(-1544) 313 9- 5=(-198) 1227 8- 4=( -556) 202 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 57 4- 9=( 0) 326 BC LATERAL SUPPORT <= 12"OC. SON. 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 hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICON)]. 2: Design checked for net(-5 psf) uplift at 24 "oc spacilig. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed = 1.190" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed = 1.586" MAX LL DEFL = -0.002" @ 25'- 8.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 25'- 8.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.077" @ 24'- 3.0" MAX HGRIZ. TL DEFL = 0,128" @ 24'- 3.0" 12-04-04 12-04-04 5-10-12 6-05-08 5-03-07 7-00-13 f Design confrms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-9x4 (All Heights), Enclosed, Cat.2, Exp.B, MWF RS(Di r), Q 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 3 4-1f in the plane of the truss only. M-3x4 M-3x6 `, � M-5x6 I ee M-3x5 N o 1.. �� 8 90 o M-5x10 M-15x3 M-3x4 .6 0 ..3.50 3.50 (Z .. 12 12 )' y y y l 5-09 5-03-08 6-07-03 7-00-13 J• y y y bO) PR Or 5-09 5-03-08 13-08 1-00 .s,'C(, `O )' 24-08-08 y c) I'' IN F� /0 7782PE �r JOB NAME : POLYGON NW PLAN 7-A NH - C2 >!'• !%' Scale: 0.2375 /. WARNINGS: GENERAL NOTES, unless otherwise noted. 4') Truss: C 2 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -+f7 OREGON hT.`�',J and WamIngs before construction commences. building component Applicability at design parameters and proper wi �7,, 2.2s4compressionwebbradngmustbeInstalledwhereshown. lnaorporagonoraampanemlamereaponalbmryortnenellaingdealgnec „',� �jA/pty:A6 II',{ �` 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom drones to be laterally braced at �+ al V'S+' Is me responsibility of the erector.Additional permanent bracing of 2 o.c.and at id o c respedNely unless brand throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility or the building designer. continuous sheathing such as plywood aired here shown action arywan(Bc). �y '.+t h` 4.No lead should be applied to eny em t M 4.in tmptio budging m there)pracing ry of the re pre co+. V 1_ C SEQ.: K1395834 parsers yaaenAeater than 4.Installation urestrlstesen.tobeusednanon-crroeaontrsctor. fasteners are ampere and et no time anew any rode greater man 5.Design assumes trusses aro to be used in a non-corrosive environment. TRANS ID: LINK design leads be applied toany component. and are for"dry condition'or use. �/A� 12/31/2016 S.I rnpuTrua has no control over and assumes no reeponaibllity for the 8 necessary. esss esign assumes NII bearing at all supports shaven.Shim or wedge if E (- RES.. fabrication.handling,sh and pment tallation 8.This design is furnish dlsubject to heelmiations set forth bys 8.Plaes7. nshall bassume located ens adeeboth facesis I o nds,e drainage d. August 10,2015 and placed so their center TPI/VIDA In BCSI,epics or which will be furnished upon request. lines coincide with joint center lines. MiTek USA.Inc./Com uTrus Software 1 L 7.6.6 9.Digits indicate she of plate In Inches. p ( )-E 10.For basic connector plate design values see ESR-1311.ESR-1958(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 #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-2890) 810 1- 7=(-543) 2485 7- 2=( -234) 1475 2x6 KDDF #1&BTR T2 SPACED 24,0" O.C. 2- 3=(-1185) 519 7- 8=1-534) 2426 2- 8=1-1650) 445 3- 4=1 0) 0 8- 9=1-387) 1244 8- 3=( -217) 641 BC: 2x4 ROOF STANTR WEBS: 2x4 KDDF STAND LOADING 3- 5=(-1025) 929 9-10=(-386) 1295 8- 5=( -597) 364 LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6=1-1540) 527 10- 6=1-427) 1224 5- 9=1 0) 232 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -241/ 1057V -126/ 128H 5.50" 1.69 KDDF ( 625) NOTE: 2x9 ORDCIRG ST OT" OC UON. FOR ALL TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL 24'- 1,5" -17/ 4V 0/ OH 131.00" 1.74 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 108084V 0/ OH 131.00" 1.74 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: D.,.... ...•4,-.. _,L.;-..“_u,_.. c� L._---»+�. .roy)g. M-1.5x4 orequal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed= 1.187" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed = 1.583" Unbalanced live loads have been MAX HORIZ. LL DEFL = 0.079" @ 24'- 8.4" considered for this design. MAX HORIZ. TL DEFL = 0.130" @ 24'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3ft, TCDL=4.2,0CDL=6.0, ASCE 7-10, 17-06-12 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ' f load duration factor=1.6, 5-10-12 6-05-08 5-02-08 0-00-15 17-05-13Truss designed for wind loads � f f in the plane of the truss only, 12 TIM-4x4+ 12 12 4 M-5x6 7.00 Q7.00 Q 7.00 Gable end truss on continuous bearing wall. M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. M-4x6 3 �� :M-4x4 z. r-�i1111141111 M-5x6+(S) 0 M-3x6I 2 rV Ailli* O co 7A M-3x5in 0-, M-sx\! 1` I �At' M 0 I 1 'l M-5x10 M-3x5 10 M-3x6+(S) o O M-3x9+ .43,50 3.50 12 12 y .� PR Qhs y y l l l L C 5-09 5-03-08 6-07-03 6-06-13 10-11 l �r GINE ,4 `�'" y y )' 24-01 1-00 � y ... 5-09 5-03-08 1 y ,,.._1/4,t. /89782PE v- 35-01-08 1-00 i JOB NAME: POLYGON NW PLAN 7-A NH - D1 \.--- -- Scale: 0.1790 Z',�OREGON 4,43 WARNINGS: OENERALNOTES, unleasothennwtnoNd /��' /,lIJ OREGON 1,Bugder and erection contrador should be advised 5181 General Notes 1.This design is based only upon the parameters shown and Ie for an individual � V/1 y,.�.: f ,d ¢ Truss: D1 and Warnings before construction commences. building component Applicability of design parameters and proper ^^ff{` J Incorporation of component Is the responsibility of the building designer. 2.244 compression web bredng count be Installed where shown ti. 3.Atltl8lonal t srporery lancing to Insure eleblllly during constNdbn 2.Design assumes the top and bottom chords to be laterally braced al �. � ' Na Is thereslbll f me erector.Additional permanent f 2'o.c.and at 70'o.o.respectively unless braced throughout their length by Spon fty o pennene bracing a continuous sheathing such as plywood sheething(7C)and%or drywall(BC). DATE: 8/10/2015 the overall slnnture lathe responsibility of the building designer. 3,2z Impact bridging or lateral bracing required where shown++ SEQ. : K1345835 4.No mad should be applied to any component until after a8 bracing and 4.Installation of Irl,Nuth.arabn bustyedr the espectNe contractor. nr ctor. fasteners are compete and at no time doom any loads greater than Desior gn assumes EXPIRES: 12/31/2016. TRANS I D• LINK design Made be applied to any component. Designand assumes full bearing use. 5.CompuTNa has no control over and assumes no responsibility lar the 6.Deiters esumes bull bearing at an supporta shown.Shim or wedge If August 10,2015 ry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, 6.This design la Nmlehed subject to the limitations set forth by 8.Plates shall be located on both faces of truce,and placed so their center TPIM7CA In BCSI,copies of which will be burnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA.Ina/CompuTrus Software 7.6.6)1L}Z 10.For basic connector plate designvalues see ESR-1311.ESR-198e(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 016BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4268) 838 1- 8=(-669) 3798 8- 2=( -303) 2203 11- 6=(-251) 211 BC: 2x9 REEF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1985) 489 8- 9= (- ) WEBS: 2x9 RODE STAND (-657) 3711 2- 9= 2202 480 3- 4=(-1516) 448 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- 9=( -275) 1096 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2348) 510 10- 5=( -657) 256 '* For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF 5-11=( -51) 494 LL = 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1975V -232/ 232H 5.50" 2.36 KDDF ( 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. 'COND. 2: Design checked for net(-5 nal) uplift at 24 "oc ssacitg. 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 Wind: 190 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), 5-10-12 5-05-04 6-02-12 5-08-06 5-08-06 6-01-15 f 1 f 1' load duration factor=1.6, T Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 M-4x6 Q 7.00 4.0" M-5x6(5)3 3.i M-5x6(5) 0.25" 0.25" � 11111111111,00; +I M-3x8 M-1.5x3 w Rsoh M-3x8 o �M-5xi Lo o' 0 1.e 9 10 11 x.7 0 o .M-6x6 0.25" M-3x4 M-3x5 d 3.50 3.50 M-5x8(S) 12 12 y 5-09 y 5-03-08 y 6-06-04 y 8-07-07 y 8-11-05 y ��� P37� 5 y 5-09 5-03-08 24-01 y \ .•;� crf (� y GINS t6y 35-01-08 'x✓ 8 7$2C'E ��` �� .> -, JOB NAME : POLYGON NW PLAN 7-A NH - D2 f ' Scale: 0.1739 L WARNINGS: GENERAL NOTES, unless otherwise noted: ©�,4. � Truss: 02 1.Builder and erection contractor should be advised of a8 ly General Notes 1.This design is based only upon the parameters shown and is for an individual " and Warnings before construction commences building component Applicability of design parameters and proper 15, �, 2.204 compression web bracing must be installed where shown 0. incorporation of component la the responsibility of the building dealgnar. .may // 1 2 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braces et 7� vel `J 1: is the responsibility of the erector.Additional permanent bracing of 2 a c and at 10 o c respectively unless braced throughout) at(heir length by j� DATE: 8/10/2015 the overall structure is the responsibilityrine building designer. continuous sheathing such as pRwood sheething(TC)and/or drywall(BO). PA LI� C>�` 0 93 20 Impact bridging or lateral bracing required where shown 0 0 `` SEQ. : K 13 4 5 8 3 6 4.No load should be applied to any component until after a8 bracing and 4.Installation of Imes R 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 loads be applied to any component end are for"dry condition"of use. 5.lumpuTrus hes no control over and assumes no responsibilty for the fi.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/ 01f7 fabrication,handling,shipment and installation or components. nemasary. 7.Desigd. 8.This design is furnished subject to the limitations set forth by 9.PRtesn nshall be locassumes ated one both facesdrainagels o trusisdeand placed so their center August 10,2015 TPL S1CA In 1305I,copies of which win be furnished upon request. lines coincide wtth joint center linos. 9.Digits indicate aloe or phte In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 35'— 1.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: (Al mph, h=24.3ft, osed, Cat.2, lop. ASCE RS(D DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Exp.B, MWFRS(Dir), load duration factor=l.6, Unbalanced live loads have been TOTAL LOAD = 92.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 POP Ground Snow (Pg) Gable end truss on continuous bearing wall UO4. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '4-102 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 17-06-12 17-06-12 T ,r T 11-08-09 5-10-03 5-10-03 11-08-09 T T T T T 12 IIM-4x4 12 7.00 p 3 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), 07001— 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 M-3x5(S) M-3x5(S) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY 0 44, FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL :RACING TO THE HINGE CONNECTION SITUATION. n 2 4 0 o I 6 I o M-3x5(5) o M-3x4 M-3x9 Dy PRO y 17-06-12 y 17-06-12 'Ck INET OFA., h' O 1-00 35-01-08 �J,wj �`fr. . ct 89782PE C JOB NAME : POLYGON NW PLAN 7-A NH - D3 bi' %'y''' Scale: 0.2314 �� ? ... _ WARNINGS: GENERAL NOTES, unless otherwise noted: (y[j ("�(�� 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual /� v,` `✓'•['l(�� Truss: D3 and Warnings before construction commences. building component Applicability of design parameters and proper V 2.D:4 compression web bradng must be Installed where shown v. Incorporation of component le the rosponsibgity of the building designer. 7� �[^S lv.:: �', 3.Additional temporary bracing to Insure stability during oondruction 2.Design assumes the tap ant bottom choles to d r rnugheaterally braced al :;!1' rl I Is the roeponsiEll f the erector.Additional permanent bradng of 2 o c.and at 10 c.c reapectNely unless braced throughout their length by ray o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/1 1 1 L '00� DATE: 8/10/2015 the overal structure la the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown v v '""{ll L. SEQ.: K 13 4 5 8 3 7 4.No bed should be applied to any component until after all bradng and 4.Indalatbn of truss Is the responsibility of the respective contractor. fasteners are complete and at no tire.should any toads greater than 5.Design assumes trusses are to be used ina non-corrosive environment, TRANS I D• LINK design bads be applied to any component. end areassfor ume cbI bearing g oat all supports wedge S CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Mi bearin t You rte Mown.Shim or wed If EXPIRES: 1213112016 wary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 5.Plates shall be boated on both faces of truss,end placed sc their center TPINJTCA in BCSI,copies of which wit 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 1o.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2309) 503 1- 8=(-348) 1971 2- 8=(-225) 205 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2088) 501 8- 9=(-216) 1658 8- 3=( -45) 460 WEBS: 2x4 NODE STAND 3- 4=(-1496) 451 9-10=(-214) 1589 3- 9=(-640) 253 LOADING 4- 5=(-1495) 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 POE' 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 .. For hanger specs. - See approved plans 10- 6=(-251) 211 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 1470V -231/ 2316 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. ICOND. 2: Du-...tee.-.a.a........_.._�- .;_.. 1....:_--,-,---.."-2,. ,ryJg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.096" @ 17'- 5.2" Allowed = 1.704" MAX TL CREEP DEFL = -0.199" @ 17'- 5.2" Allowed = 2.272" MAX HORIZ. LL DEFL = 0.045" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-05-04 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-00-07 5-08-06 5-08-06 5-08-06 5-08-06 6-Q1-15 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, / f f T 1 f f Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 17.* M-9x6 Q 7.00 4.0" M-5x6(5) 3 1 M-5x6(5) 0.25" 0.25" ay. ,Op +e M-1.5x3 M-1.5x3 .+ +. • rh Cx (N 8 y 4 1 10 o 7M- 3x5 M-3x4 0.25" M-3x4 M-3x5 *.7 0 M-5x8(S) N �L l y y s(S8-10-11 8-06-09 8-06-09 9-00-03 . ,t,GI / l 0. 35-00 4/ ' 3: /89782PE �<' JOB NAME : POLYGON NW PLAN 7-A NH - D4 %f - rr - /' N- Scale: 0.1922 r.,{ /.7 \) WARNINGS: GENERAL NOTES, unyupotherwise eparamete: '92,OREGON 1.Budder and erection contractor should be advised of aN General Notes 1.This co Is based only upon the parameters shown and Is for an Individual y N. Truss: D4 and Warnings before construction commences building component.Applicability of design parameters and proper %% qrS) '�' ' 2.2x4 compression web bracing must be installed where shown+. incorporation of component la the responsibility of the budding designer. "T, 1 l ii Y 1 r Av' 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap end bottom chords to d t laterally braced at 7 J Is the responsibility of the erector.Additional permanent bracing of Toc.and et t0 o.c.reapeclply unless braced throughout their length by �` DATE: 8/10/2015 the overall structure Is the responsibility f the bulldin deal nor. continuous shealhinp such as plywood required sheathing(TC)and/or tlrywnA(BC). �, ° g g 3.2s Impact bridging or lateral bracing where shown++ SEQ.: K 13 4 5 8 3 8 4.No Wad should be applied to any component until after all bracing and 4.Installathn of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any Wads greater than 5.Design assumes tresses are to be used ins nonmorroeiue environment, TRANS ID: LINK design Wads be applied to anycomponent. and are for"dry conditionat use. y /�/l�;.d ry/�.4 S CampuTel hes no control over and assumes no responsibility for the 6.Design assumes lull beefing at all supports shown.Shim or wedge If EXPIRES. 12/31/2016 3 1/20 1 6 necessary. Thisfabrication,handlIs furnished shipment and installation oflsdh components. 7.Design assumes adequate drainage Is provided. August 1 O,2015 8.This design h furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI,WICA in SCSI,copies of which will be furnished upon request. Nnes coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 1L 7.6.6 9.Digits indicate size or plate in Inches. P ( (.E 10.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: 2x9 KDDF #105TR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x9 KDDF #18BTR SPACED 29.0" O.C. 2-3=( -26) 12 9-5=( 0) 0 WEBS: 2x9 DF STAND; 2x9 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -90/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 NSF Ground Snow (Pg) vertical members (uon). ,� ICONS. 2: Da-..r an.-eN.a�.._.a_�_ ..."L"/+< :.-,aaail. g. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 = 0.100" JT 1: Heel to plate corner = 4.25" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = 0.023" @ 0'- 2.6" Allowed = 0.275" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-09 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" 1' 1 f MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 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=1.6, M-3x9 End vertical(s) are exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. di0 0 ��I m o 6 iliPll 4 11." 5 M-3x8 M-3x8 M-3x5 y 1 6-03-09 1-01-12 Jr Jr Jr 1-00 6-05 Jr Jr kc�`ca �NGIN� 9 /0 4t" 8 782PE �r JOB NAME : POLYGON NW PLAN 7-A NH - El f✓'tet Scale: 0.5166 '^ ^-^ / WARNINGS: GENERAL NOTES, unless otherwise noted Fai,�r ,(�[ /'a/'y,K, 40 1.Budder and erection contractor Mould be advised of ad General Notes 1.This design is based only upon the parameters shown and Is for an individual 9.-OREGON V n.. „ Truss: El and Warnings before construction commences, balding component Appllcsbildy of design parameters and proper {�/' ()c:) 2 244 compression web bracing met be installed where ahoy. Incorporation of component Is the responsibility of the budding designer. 11/5) V/f C_ 3 Additional temporary bracing to Insure debility during conetfuctbn 2 Design assumes the lop and bottom chords to be laterally braced et 'l J Is the responsibility of the Brent Additional permanent bracing of 2 o.c.and at 10 o c respectively"Mese braced throughout their length by DATE: 8/10/2015 the a resp structure Is the responsibility Rheerman da continuous sheathing such as plywood sheathing(TC)and/or drywad(BC). A 1.11- ' span ty o g signer. 3.2x'mead bridging or lateral bracing required where shown•. �'{ SEQ.: K1345839 4.No bad Mould be applied to any component untilafter ail bracing and 4.Inedationoftrussisle are responsibility fthe in hnospecteaeenracoor, fasteners are complete and et no time should any bads greater than Design assumes design bade be applied to any component, oral are ler"dry condition"of use. �y/ {] �'t (ry e] /,I� Q TRANS ID: LINK 5.cempurrnahas nocontrol over and assumes noresponsib9lrybrthe 6.Design assumes ulbearing.tallsupponethe..ShinerwedgeII EXPIRES: 12/31/2016 fabrication,hang shipment and Installation of components. gnary. ^g• poenort7.PeNgoassumes adequate drainage io rusised. August 10,2015 6.This design is furnished wbjed to the limitations set forth by 8.Plates chap be located on both faces of truss,and placed so their center TP WJICA in SCSI,copies of which vied be famished upon request. lines coincide with Joint center lines.. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR9988(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: 2x9 NIDE #15BTR LOAD DURATION INCREASE = 1.15 2-3=(-126) 62 1-5=(-100) 137 2-9=(-208) 161 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 DF STAND; 2-3=( -26) 12 9-5=( 0) 0 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) 014 TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) Unbalanced live loads have been 7'- 5.0" -40/ 270V 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 SPATIALIMIJI,-='��s..v�N".`'(-+&'�`-''Q•�"4.1 a g- JT 1: Heel to plate corner = 9.25" - --mss ���>>r�� REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 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 = -0.094" @ 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, MWFRS(Dir), M-3x4 -/ load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads ISI in the plane of the truss only. ko 0 I , 0 p_�lal� M. I 0 M-3x8 M-3x8 M-3x5 1 l l 6-03-04 1-01-12 l l l 1-00 6-05 7-05 c : GIN /, r�, 489782PE �1- JOB NAME : POLYGON NW PLAN 7-A NH - E2 4,'"7-1_,' Scale: 0.5166 ........-g..'"-.:::=77;3'\1"--- ---g-'�.!7 '� " �_ WARNINGS: GENERAL NOTES, unless otherwise noted C•ii41) Truss E2 1.Budder and erection contractor should be advised oral!General Notes 1.This design is based only upon the parameters shown and is/or an individual 'STA OREGON O>'w and Warnings before construction commences. building component.Applicability of design parameters and proper '/' �}' 2 204 compression web bracing must be installed where shown incorporation of component is me responsibility of the building designer. ..ate) rGl �j ` 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom aroma to be laterally braced at ]� xliiy 4t5 is me responsibility of the erector.Addhlonal permanent bracing of 2 o.c.and et 10 o.c.reapedWety unless braced throughout their briglh by Lr r DATE: 8/10/2015 the overalstructure lathe ro2sImpausahginglorlaterlbh as acingreuod iredwhenasoenstlrywati(BC). ,` Pq ` responsibility of the building anbre designer. 3.2s Impact aft,u bridging or lateral bracing required where shown++ SEQ.: K 13 4 5 8 4 0 4.Na load should be applied to any component unto after ail bracing and 4.Installation oftruss is the responsibility of the reapectNe=tractor. fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment TRANS ID: LINK design toads be applied to any component. and are for"thy condition"of use. 5.campuT ue has no control over and assumes no responsibility tor the s.Design aeatmea fun bearing at an supports shown.Shim or wedge d EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter August 10,2015 TPI/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 1L 7.6.7 S.Digits Indicate she of plate!n inches. p ( )-E 10.For basic connector plate design values see ES12-1311.ERR-1988(MiTek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-79) 23 1-4=(-68) 60 2-9=(-142) 120 BC: 2x9 KDDF 81&BTR SPACED 29.0" O.C. 2-3=(-26) 12 4-5=( 0) 0 WEBS: 2x9 DF STAND; 2x4 KDDF 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 5Q.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 92.0 PSF 1'- 0.0" -28/ 233V -18/ 480 5.50" 0.35 ROOF ( 625) 4'- 6.8" -24/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) considered for this design. 'COND. 2: Desian checked for Bet(-5 eel) gplift at 24 "oc soacikg. JT 1: Heel to plate corner = 9.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF DEC 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'- 9.4" Allowed = 0.132" MAX TL CREEP DEFL = -0.014" @ 3'- 4.9" Allowed = 0.176" 3-05 1-01-12 MAX HORIZ. LL DEFL = -0.000" @ 4'- 9.0" f ,r 1' MAX HORIZ. TL DEFL = -0.000" @ 9'- 4.0" 12 Design conforms to main windforce-resisting 9.50 G.. system and components and cladding criteria. Wind: 190 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads 3 in the plane of the truss only. M-1.5x3 m 0 0 0 I N 1 ��lad It 0 � o 6 00]=8.61 4 1,0115 M-3x8 M-3x8 M-3x4 y l y 3-05 1-01-12 1 l b 1-00 3-06-12 y b 4-06-12 4�`o PRpfies. �c,,c,5�4�[tyCxlN �-CV * 89782PE r` JOB NAME : POLYGON NW PLAN 7-A NH - E3 0---4.-_,,,r-,-<,� �C .J' Scale: 0.5632 WARNINGS: GENERAL NOTES, unless otherwise noted ., OREGON �0�`-,. ..,.. 1.Bulkier and erection contractor should be advised of all General Notes 1.This design IS based only upon the parameters shown and B for an individual -r O fill G47 (r Truss: E3 and Warnings before construction commences building component Applicability of design parameters and proper +6,/ Pt,,. 2 Za4 compression web bracing mus be installed where shown• Incorporation of component is the rosponstbuBy of Me building designer. .1 `�4['s`f .l E !3 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the lea end bottom reschofor to d t leterely breced at a'T 1 i _ti(.+ Is the responsibility f Me erecter.Additional permanent bracing of 2'o,c,and et 10 o c respectively unless braced throughout their length by V 8Y o continuous sheathing such as plywood aheathing(TC)and/or drywall(BC), � Ps 1 11 `. DATE: 8/10/2015 the uveraN structure is the responsibility of the balding designer. a.at Impact bridging or lateral bradng required where shown a a S.J 4. SEQ.: K 13 4 5 8 4 1 4.Na load should be applied to any component until alter eN bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners aro complete and at no time should any loads greeter than 5.Design assumes mesas are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied la any component. end assuor dry condition"ofgauaa,supporta wedge 5.CompuTrus has no control over and assumes no responsibility for the 6.Desi n assumes NII bearing t al w rte shown.Shim or wad If EXPIRES: 12/31/2016 nary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided August 1 0,2015 5,This design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIA TCA In KW,copies of which wit be furnished upon request. Nnes coincide with joint center lines. 9.Digits Indicate slze of plate In Inches. MiTek USA,Ino./CompuTrns Software 7.6.7(11)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" ICOND. 2: Design (— psf) uplift at 29 "oc spacing. g checked for net(-5 IC: 2x9 RIDE #1613TR LOAD DURATION INCREASE = 1.15 BC: 2x9 UDE #1&BTR SPACED 29.0" O.C. Design conforms to main d claddingresisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 004. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ref Rx2 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 I 7.00 ))M-4x4 12 3 ' 7.00 ul '' N 1 o 2 A 9- 1r. I 0 M-3x5(S) o M-3x4 M-3x4 y y 1 to—oo 12-00 c° PRQ'� s 1-00 22-00 Sia S.` �t4GINE sib 89782PE fir` JOB NAME : POLYGON NW PLAN 7-A NH - Fl J Scale: 0.3307 -7/ j .4,// lC/A _._._.... WARNINGS: GENERAL NOTES, unless otherwisenotetl "J 1Truss Fl Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual -57 OREGON rya,. and Wambgs before conntmction commences. building component.Applicability of design parameters and proper `J 2.Dr4 compression web bradig must be Installed where should s Incorporation of component la the responsibility of the building designer. C f RY. �,.+ 3.Additional temporary bracing to Insure stability during construction 2.Design andamas the top end bottom chortle to be laterally braced at �� Is the responsibility of the erector.Additional permanent bracing of T o e et 10'o.c.respectively ply unless braced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuousIcepactdgor suchasacingreuire where shownordryv aq(BC). a �� t3.� 4.No lead should be applied to any3. Impact bridging or lateral bracing required where shown v♦ let\ SEQ. : K 13 4 5 8 4 2 pP component until after all bradng 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 ID: LINK design bads 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 MI bearing at all supports shown.Shim or wedge It EXPIRECJ' 12/31/2016 fabricetbn,handling,shipment and installation of components. 7.Design asadequate drainage Is provided. AU9USt 1 0,2015 8.This design le furnished subject to the limitations tel forth by 8.Plates shall be located on beth faces of truss,and placed w their center TP9vVICA In SCSI,copies 0/which will ba furnished upon request. Ines coincide with point center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1L)_E 9.Digits Indicate size or plate In Inches. 10.For basic cennector plate design cables see ESR-1311,ENR-19a8(MITek) ( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 8=(-181) 1109 3- 8=(-299) 232 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1360) 305 8- 9-) -88) 718 8- 4=(-126) 521 3- 4=(-1195) 337 9- 6=(-207) 1085 4- 9=(-126) 521 WEBS: 204 KDDF STAND LOADING 9- 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 POE' LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 153H 5.50" 1.66 KDOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. LOWZ....,Dcs-..r...0,,-1011 saw.. .._s.,le ` I,.�.r_ dle.� a.'' g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.035" @ 14'- 6.1" Allowed = 1.054" MAX TL CREEP DEFL = -0.071" @ 14'- 6.1" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.016" @ 21'- 6.5" 11-0011-00 MAX HORIZ. TL DEFL = 0.026" @ 21'- 6.5" T f f Design conforms to main windforce-resisting 5-08-13 5-03-03 5-03-03 5-08-13 T f system and components and cladding criteria. 12 12 Wind: 190 mph, h=22.4ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, M-4x6Q 7 OO (All Heights), Enclosed, Cat.2, Exp.R, MW£RS(Dir), 7.00 load duration factor=l.6, 9.0" Truss designed for wind loads 4 ,p."( in the plane of the truss only. L M-1.5x3 M-1.5x3 3 x. mi N o leIIIIIIIr' Jo Yip R� 'I 1 8 9 o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 o i l ,1 l 7-05-14 7-00-05 7-05-14 PROpe b 10-00 y 12-00 y � �N�N 0.0 1-00 22-00 1-coy kJ G' ft) t. /89782 PE r- JOB NAME : POLYGON NW PLAN 7-A NH - F2 .---...„„-_, ----- .-:-.2 Scale: 0.2557 unless otherwise noted' / WARNINGS: GENERALiNOTES, I? I"j U(IN t.Builder and erection contractor should be advised of a0 General Notes 1.This design la based only upon the parameters Mown and Is for an lntlividual 77- 1"1 Ci,7 V)V �. Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 8E 2.2o4 compression web bracing must be Installed where shown 4, Incorporation of component Is the responsibility of the bold ng designer. � G�[]�y. .y lj t' 3.Additional temporary bracing to Insure stability during construction 2.y s.c.assumes the top and bottom chords to be throughoutly braced at -51/53„ aR 1 i WI `may la the responsibility of the erector.Additional permanent bracing of 7 c.c.end at l0 o.c.respectively unless braced d/they length by y continuous sheathing such ae pywood sheathingTC)and/or drywall(BC). � -q UL j"�� DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2r,Impact bridging or lateral bracing required where Mown s+ 4.No load should be applied to any component until after all bracing and 4.Installation of buss la the responsibility of the respective contractor.SEQ.: K 13 4 5 8 4 3faaene s are compete and at no time Mould any loads greater than 5.Design assumes Misses are to be used In a noncorrosive eneo-onment, T RAN S I D. LINK design loads be applied to any component. and are for"dry bearing of use. 5.CompuTrue has no control over and assumes no responsibility br the 6.Designee assumes full bearing at est supports Mown.Shim or wedge If EXPIRES:: 12/31/2016 7• fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August b 10,2015 6.This design is bmished+objet to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPI/WTCA in SCSI.cope"of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate size o/plate in inches. MTek USA.Inc.(CornpuTrUS Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ES12-1988(Minsk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12708) 2820 1- 8=(-2334) 10626 8- 2=( -536) 2599 11- 6=(-1920) 970 BC: 2x6 KDDF SS 2- 3=(-10490) 2372 B- 9=(-2318) 10550 2- 9=(-1920) 470 6-12=( -536) 2599 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8090) 1872 9-10=(-1904) 8850 9- 3=) -776) 3509 2x9 DF STAND A; LL = 25 P5F Ground Snow (Pg) 4- 5=( -8090) 1872 10-11=(-1904) 8850 3-10=(-3170) 760 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-10990) 2372 11-12=(-2318) 10550 10- 9=(-1819) 7896 BC UNIF LL( 414.1)+01,( 301.6)= 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-12708) 2820 12- 7=(-2334) 10626 10- 5=(-3170) 760 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. 5-11=( -776) 3509 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HO R2 BRG REQUIRED BRG AREA Join together 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered at: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1908/ B576V -139/ 139H 5.50" 13.72 KDDF ( 625) ANS BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ B576V 0/ OH 5.50" 13.72 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, 7" oc in 2 row(s) throughout 206 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, - g. 9" oc in 2 row(s) throughout 2x6 webs. s VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.144" @ 14'- 6.8" Allowed = 1.059" MAX TL CREEP DEFL = -0.291" @ 19'- 6.8" Allowed = 1.406" MAX HORIZ. LL DEFL = 0.048" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.081" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 fsystem 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=9.2,BCDL=6.0, ASCE 7-10, 1' 1' T 1' 1' 1' ' (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 12 7.00 IM-6x6 Q 7 00 Truss thedesigned offor thewind truss only. 6.0" 4 ..,,,7_,...), 1I\ M-3x6 111111pop,M-3x6 M-3x6 M-3x6 2 6 `` N. M-6x10 if M--""...ACr Ian �:� �n Ir ,, Lo O 1 8 9 10 11 12 "7 0 o M-3x8 M-6x8 0.25" M-6x8 M-3x8 0l M-0x8(S) y y y y y y 4-02 3-03-04 3-06-12 3-06-12 3-03-04 4-02 � PR o r, y y G • `�S %22-00 r, 2 ....c-- 89782PE -7_.„JOB NAME : POLYGON NW PLAN 7-A NH - F3 -_;% am_ :r Scale: 0.2911 WARNINGS: GENERAL NOTES, unless otherwlee noted' fSr A. OREGON � � �Truss: F 3 1.Builder and erection contractor should be advised of sit General Notes 1.This design h based only upon the parameters shovel and 1.for en Individual ct. and Warning.before construction commences. building component.Applicability of design parameters and proper it 2 D14 compression web bracing must be Installed where shown t; Incorporation of component Is the responsibility of the building designer. 81„,° � 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at +r/5++u' ' Is the responsibility of the erector.Additional permanent bracing of 7o.c.end ale e.c respectively unless eetrnn throughout their length by �+^ ` DATE: 8/10/2015 the overall structure is the responsibility of the bolding designer, continuous sheathing such as plywood sheathing(TC)and/or drywtll(BC). -1 yr U L 3.21 Impact bridging or lateral braGng required where shown+♦ },j SEQ.: K 13 4 5 8 4 4 4.No load should be applied to any component unto aft.ill blaGng and 4.Installation abuse h the reaponablNy of the reapectNe contractee fasteners are complete and at no lime should any loads greater than 5.Design assumes Mums are to be used In a nencorroalve environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 12/31/2016 " 5.Com Tma has no control over and assumes no res B.Design assumes full bearing at all auppons shown.Shim or wedge if EXPIRES: W responsibility ler the necessary febncatien,handling,shipment and installation et components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be bested on both faces of Wes,end placed so their center TP WWTCA in BEN,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2- 8=(-229) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1509) 335 8- 9=(-103) 834 8- 4=(-111) 992 WEBS: 2x4 KDDF STAND 3- 9=(-1318) 338 9- 6=(-253) 1261 9- 9=(-111) 492 LOADING 9- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 POE OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 NODE ( 625)1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Desian checked for net(-5 osf) uplift at 24 "oc s0aClhg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.093" @ 19'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 19'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 5-09-09 5-02-12 5-02-12 5-09-04 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, f 4 f . f (All All Heights),n fEnclosed , Cat.2, Exp.B, MWFRS(Dir), l .6, 12 12 End vertical(s) are exposed to wind, 6.00 I . M-4x6 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 4`-,f y M-1.5x3 M-1.5x3 3 / rn t•10 O rt CO iio ':17" 1 8 9 • o M-3x9 M-3x9 M-3x5(S) M-3x9 M-3x9 o a y l y 7-06-03 6-11-11 7-06-03 * 10-00 l 12-00 k l �Co't�GIN . S'"0�, 1-00y 22-00 1-00 ,.,.. -17 C. R cc ;89782PE r" JOB NAME : POLYGON NW PLAN 7-A NH - Gl �; = Scale: 0.2557 l [✓. ,� .. \� WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON ._.- I.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is kr an Individual c'' Truss: G1 and Weminge before construction commences, building component.Applicability of design parameters and proper f rt 2.244 compression web bracing must be Installed where shown 4. Incorporation of component 1e the responsibility of the building designer. 1:45:k fiq[� I,.� �j 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced eta'7 _4i(/ is the responsibility of the erector.Additional M brad f T Data and at 10 o.c.respectively unless braced throughout their length by /.s V germane ng o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'^'A..1 1 L %- DATE: 8/10/2015 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where ehaon+♦ �./ SEQ.: K 13 4 5 8 4 5 4.No load should be applied to any component until after all bracing end 4.Installation o/truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design load"be applied to any component, and are for"dry full bearing use. �/ ( fj !� 4/ 5.CompuTrus has no control over and assumes no responsibility kr the 6.Desi gn salines bearing at all supports shown.Shim or wedge if EXPIRES:IR ES. 12/31/201 6 ry + fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design R furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TP WYICA In KV,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in Inches. MITek USA.Inc./CompuTrus Software 7.6.7(1L)-E 1o.For beast connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacilig. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 8C: 2x9 KDDF #141TR SPACED 24.0" O.C. Design conforms to main d claddingYes is ti ng system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M DL ON BOTTOM CHORD = 10.0 PSE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall U04. )4-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 11-00 11-00 T 12 T 6.00 ))M-4x9 12 3 Q 6.00 'g11lgIIlIl `r `llI1I1iiIImI47 o 1 MI� 2 M-3x5(S) o M-3x4 M-3x4 l y y 10-00 .1,----,1' 12-00 �9 I'OF 1-00 22-00 C.N.N. t4GIN--^'"io `.c` 89782PE Zit pc' JOB NAME : POLYGON NW PLAN 7—A NH — GGE I" �, ?y` Scale: 0.3682 / r \__ WARNINGS: GENERAL NOTES, unless otherwise noted f J Truss: GGE 1.Builder and erection contractor should be advised end General Notes 1.This design is based only upon the parameters shown and is for en individual -17 OREGON N.and Warring.before construction commences. bustling component.Applicability of design parameters and proper -v • �. • g D14 compression web bracing must be Installed contra shown v, incorporation of component Is the responsibility of the building designer. Gr,e�� ri,, (}s` 3.Additional temporary bracing to insure stability during construction 2 Design l O the top and vely n chords to be!Morally braced et -�/ ry NI b the responsibility of the erector.Additional permanent booing of a a c and at iP o.c.respectively unless braced throughout their length by • (+ DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing or suer es acing re snot where)end/or drywatl(BC). e 1 1!Y f^3� 4.No load should be applied Io a 4.In Impact bridging or lateral bracing required shown.• P T SEQ. : K1345846any greater 4.Installation of truss Is therespunsiuWeufthereapec0recordractor. fasteners are complete end al no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. Dign5.CompuTrushas nocontrol over and eawmeanoreaponslblllybrthe 6.necesssseseans 11 ll bearing atagwppedeshown.Shlmorwetlgeit EXPIRES: 12/31/2016 fabdoegon,handling.shipment and Installation of components. rv' 6.This design Is furnished subject to the Imitations set fndh by 7.Design assumes adequate tondrainage is trusse August 1 0,2015 6.Plates inns be located on both feces of truss,and plaid w their tamer TPWVTCA in SCSI,copies of which x111 be furnished upon request. lines coincide wdh joint center lines MiTek USA,Inc./CompuTrus Software 7.6.7(1LEE B.Digits Indicate size of plate In Inches.. 10.For barbs connector plate design values see ESR-1311.ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 2'— 11.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oh spaci 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 and cladding criteria. WEBS: 2x9 KDDF STAND LOADING Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Enclosed, Cat.2, Exp.B, MFRS, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE interior zone, load duration factor-1.6 TOTAL LOAD = 42.0 PSF Note:Truss design requires continuous LL = 25 POE' Ground Snow (Pg) bearing wall for entire span UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 2-09-04 0-01-12 f T T 12 4.00 v M-1.5x3 0 ti oo 2 O Mi�aI ,-1N W rO O M-2.5x4 M-145x3 l ), y 1-00 2-11 0 PRopess 89782PE r- JOB NAME : POLYGON NW PLAN 7—A NH — H1 /1 /-2'.7"4,,,::::::::7 Scale: 0.7180 / --'V /\ unless otherwise noted " a''�(� WARNINGS: GENERAL NOTES,b, by OREGON >ti. I.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is bran individual 77- V f 1 u't.J�Y O. Truss: H1 and Warnings before construction commences. building componentApplicability of design parameters and proper f, �g r A 2t4 compression web bracing mast be metalled where show).. Incorporation of component le the responsibility&the buBdmg designer. � G'�a�Y -�J y • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and nt lection cholla to be laterally braced et _4 is the responsibility of the erector.Additional permanent bredng of Y o.c.and at t 0'o.c.mune as sly unless braced throughout their length by ('� epon conllnuouesheathingsuchaeptywoodsheathing(TC)and/ordrywall(BC). 'AUL ( DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.Ix Impact bridging or lateral bracing required where shown e 4 v 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the reapectNe contractor. SEQ.: K 13 4 5 8 4 7 fasteners are complete and at no time should any loads greater man s.Design assumes susses are to be used Ina non-corrosive environment, design loads be applied to any component. end are ler"dry condition"of use. TRANS ID: LINK 5.SompuTrus has no control over and assumes no responsibility for the fi.Design assumes MI bearing at all supports shown.Shim or wedge 11 EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design ssumesado to drains Is prodded, EXPIRES: C.4.7 Lll V 6.This design Is Furnished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of rus.and placed so their center August 10,2015 TPI/WICA 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./CornpuTrus Software 7.6.4(1L)-E 10.For bash connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT 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 9'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 RODE ( 625) 4.00 LL = 25 PSF Ground Snow (Pg) I,, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Desion checked for net(-5 nsf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 -/ Wind: 140 mph, h=19.8ft, TCDL=9.2,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. Al r- 04 I .-I � 1 I 4� 3.;><:„ M-3x8 M-3x6 y y 3-00 4-00 y .,5�� �GN cS,6 (PROVIDE FULL BEARING;Jts:4,3,2 I $9782PE `r JOB NAME : POLYGON NW PLAN 7-A NH - H2 Scale: 0.9459 WARNINGS: GENERAL NOTES, unless otherwise noted 0Cr, �((y Truss: [']2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based onS upon the parameters shown and is for an Individual (� and Warnings before construction commences. building component.Applicability of design parameters and proper �,/ �yy 2 054 compression web bracing must be installed where shown+ Incorporation of component is the raspenvbgity of the building destgner. (fes}a.�y V rQ'� 3 Additional temporary bracing to insure stability during construction • 2.Design assumes the top and bottom cholla to be througlaterallyhout braced at �T(+� "4 Is the responsibility of the erector.Additional permanent bracing ofco3 o.c.and at 10 o c respectively unless braced Ihmughout their length by �` may+ DATE: 8/10/2015 the overall structure Is the re tbnl fthe bundn desi ner, 2x Inroad rdginglor ater lbas acing re uire wheresend/or dryweg(BC). r /t' +t 1 epon ty o g 9 I In Impact bridging or lateral bracing required where shown++ �^1 v 1.. SEQ. : K 13 4 5 8 4 8 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for'dry condition of use. 5.CompuTrua hes no control over end assumes no rasponalbillty for the 8.Design assumes full bearing al all supports shown.Shim or wedge if a�ry. EXPIRES: 12/31/2016 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 forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. Ines coincide with into center lines. 9.Digits indicate she of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basin connector plate design values see ESR-1311.ESR-t588(MITek)