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Plans r r Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS 1 1-0-0 I P-5-61 I 1-2-0 1 F4.7,6H 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 H 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e A4\ / N—/ N—1 /X /-N—4/-1\1.. 9 e 8 d O O O O e e® 2 23 22 21 20 19 18 17 3x5— 3x5— 1.5x3 H 3x5= 3x5= 3x5= 7-0-14I 17-7-1418-2-14 1 14-4-4 H 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [8:0-1-8,Edge].[19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/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) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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 SOT 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=11464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard ���E� P R OFFss 1)Dead+Floor Live(balanced):Lumber Increase=1.00.Plate Increase=1.00 .CO NG I NEF /O Uniform Loads(plf) R Vert:16-24=-8,1-15=-80 -7 Concentrated Loads(Ib) 89 782 PE r Vert:2=-674(F) MIN 9,2/ 40 OREGON "- Q PA UL EXPIRES: 12/31/2016 August 7,2015 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 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. MIR Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 __ Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 Scale:1/2=1' 1.5x3 11 3x4= 1.5x3 H 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 34x4= 4 5 6 7 8 ee e e \ N e Oe \ o 4 O O ® O 1' 13 12 11 10 9 3x4= 1.5x3 I I 1.5x3 I 1 4x6= 3x6= 3x4= 1 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(XVI— [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 Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c�co- ..kGP ee,s/0 2 `rte 8.782PE 9t' / '')„e • • ,L OREGON Q�h Q, 'Q,9 �gRY132<S** /r PAUL RAJ EXPIRES: 12/31/2016 August 7,2015 1 1 is A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.0246/2015 BEFORE USE. -- . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTele erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/P11 Quality Catena,DSB-89 and BCSI Bolding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 CNms Hrights,CA 95910 f • 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 Will ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51 WHGifEXZdwpLm?ZVqaool aDG3yqBiQ I 2-6-0 Will 1 1-2-0 I I 0-8-14 I Scale=1:22.8 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 ® o ea so _ / — \ N oo e. a e 14 13 12 11 10 3x4= 3x6=1.5x3 H 1.5x3 I I 3x6= 3x4= 5-10-2 6-5-2 7-0-2 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y1— [4:0-1-8.Edge].[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1740/0,3-4=-1740/0,4-5=-1761/0,5-6=1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 444 89782PE v{ mix-94/ OREGON ,z3'‘ Q, 99kPAUL ,4<' EXPIRES: 12/31/2016 August 7,2015 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. T Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 , 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_v9ITEGty1 hJmpVyqBiP I 2-6-0 1 1-8-6 1 1 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 53x4= 6 7 8 a e e- -oe 4 \ No • 9 O - O O e 1 13 12 11 10 3x4= 3x8= 1.5x3 11 1.5x3 H 3x6= 3x4= 7-0-14 I 17-7-14)8-2-14 1 14-4-4 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(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. Strong backs to be attached to walls at their outer ends or restrained by other means. ��9`�° PROF/c., Q 9782PE 9r' 94L OREGON 0 Q r,,4O-,RY1.3, .Q` EXPIRES: 12/31/2016 August 7,2015 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not buss 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 M iTe k` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Mims Heightf r.A 95filn r 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_WJOxZBjokyffsSGMIm6rT 19JyEJXy1hJmpVygBiP I 2-0-10 I I 1-2-0 1 1 0-8.14 1 1 2-6-0 Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 e e o e e o 0 0 N e o- o e 1 10 9 8 35 1.5x3 II 1.5x3 II 3x8 = 3x4= 3x4= 2-3-10 2-10-10 3-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X,Y)— [2:0-1-8,Edge],[3:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong backs to be attached to walls at their outer ends or restrained by other means. \ a P R OFFss . ,; �cNG[NEER /_2 89782PE cc- yr J in ,4. -92 •REGON Q` 9Rk f'A U L R,�Q` EXPIRES: 12/31/2016 August 7,2015 t / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16)2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER Foe Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberK0tyJvgB-yA4hbHam U5spGpReg3G?e203vZYjzhM5FL3JLyygBiO I 2-6-0 2-1-12 I I 1-2-0 110-9-6 I 2-3-0 1-2-0 1-4-0 1 1-6-0 Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 :ir-1111111111111111111111111111111111111111181 - IIIII .0 N ® ® O O e • 41, 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4= 12-10-12 I ._ 4-10-12 15-5-1216-0-121 _ 11-8-12 12-3-121 I 15-11-12 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 _.. Plate Offsets(X.Y1— [7:0-1-8.Edge].[12:0-1-8.Edge],j15:0-1-8.Edge].(16:0-1-8,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 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. YN ���NG N�'�' s/° �c.� 89782PE 9r .- . mar 9 OREGON '- -9,4-4py 1 c,,"1"Q�Q` Q k PAUL x- EXPIRES: 12/31/2016 August 7,2015 I r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. l Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 Qually Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cams Heights CA 50010 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?RiDBEU?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 I I 3x4 = 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 e e e ®e o 0 0 N O O O O ..- 11 11 10 9 8 A 1.5x3 II 1.5x3 11 3x6= 3x4= 3x4 = 1 2-0-14 2-7-14 3-2-14 9-4-4 1 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8.Edge] i LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. C��co \AGIN O. `r/O w 89782PE 9r r NB '..7 •REGON 0 99k �'A U ""r'\-4�Q, EXPIRES: 12/31/2016 August 7,2015 1 I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek"erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cittns Heights CA 95810._ • • Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264 UPPER FO8 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygB iM 2-6-0 2-1-12 1 1 1-2-0 I I 04.8 I 2-3-0 I I 2,3-0 I I 1-2-0 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 3x4= 1,5x3 I I 4x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 ' 10111.1.11.11111.111111111111111111.-;-1111111111111111111191 ' a ` o +/ N e e o o e e e , 1 16 15 14 13 12 1• 3x4 = 3x4= 3x4= 3x8= 1.5x3 II 4x4= 3x4= 12-10-12 1 4-10-12 p-5-12 16-0-12 1 11-8-12 't2-3-121 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.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,34=2435/0,4-5=-2435/0,5-6=-2821/0,6-7=-2821/0,7-8=-2063/0,8-9=2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=-559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=-1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c��c.3 tAGI FL--- / - 4. 89782PE 9t' J 9,L •REGON 2'� Q T,9CigRY15,2 .Q. k PAUL c\J EXPIRES: 12/31/2016 August 7,2015 I I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1q Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 • • Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264 UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MIIgEJcfn0E07HADVCgiGheXZnbxA2zXyJH_yHyciBiL I 2-6-0 2-1-12 I I 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 1 0-6-121 Scale=1:28.2 4x4= 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • _ * o 0 N 111114114111141111114141111111- e e \ •••••••••••••••00 e O e e 1' 16 15 14 13 12 i 3x4 = 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4= 12-10-12 I 4-10.12 159-12 15-0-12 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)— [7:0-1-8.Edge],[12:0-1-8,Edge].[15:0-1-8.Edge].[16:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 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=436/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c`CD� ,\GIIN o,q s/a 2 8.7820E 9r ( c ,, . s,L OREGON o Q 9,Q �'IR Y15,2 �P PAUL '\\J EXPIRES: 12/31/2016 August 7,2015 __ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. ' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,005-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights CA 95R1n Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Era. Dimensions are in ft-in-sixteenths. Ink Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. o 1/16 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves WEBS ;s) may require bracing,or alternative Tort O .. p bracing should be considered. 111_� O 3. Neverckexceedtthe designdua loadingshownand never stack materials on inadequately braced trusses. Provide copies of truss to the his ign For 4 x 2 orientation,locate 1— c7 8 C6-7 cs O� 4 designer,errecti ntsupervisorr,,sproperty ownering and plates 0 'AI' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 X 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that //� Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. •=0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 0 18.Use of green or treated lumber may pose unacceptable ►_1 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metalhfal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, I\I1� ie I( 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 RECEIVED FEB 6 2010 CITY OFTIGA D MiTek ' F3UILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 7-A 8 INCH TAILS 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: K4437920 thru K4437939 My license renewal date for the state of Oregon is December 31,2019. .\<<," PR°F�ss �(6. �cNGIN�F9 /O�� 89200PE 4 OREGONNcc � /O -1}' 14, 2C) Q�' 4 'R t..\- dre.v4.;i2Bito March 30,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 8=(-99) 482 3- 8=1-271) 277 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-709) 211 8- 6=(-70) 377 8- 9=1-280) 531 WEBS: 2x9 ROOF STAND 3- 9=(-596) 285 8- 5=(-271) 277 LOADING 9- 5=(-546) 286 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-709) 211 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 57 TOTAL LOAD = 92.0 PSF OVERHANGS: 8.0" 8.0" 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" -136/ 77117 -281/ 281H 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 16'- 6.5" -136/ 771V 0/ OH 5.50" 1.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 8-03-04 8-03-04 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" f MAX LL DEFL = 0.014" @ 8'- 3.2" Allowed = 0.781" 9-03 4-00-04 9-00-04 4-03 MAX LL DEFL = -0.000" @ 17'- 2.5" Allowed = 0.067" • • f ,r ,r f f MAX TL DEFL = -0.001" @ 17'- 2.5" Allowed = 0.089" MAX BC PANEL TL DEFL = -0.029" @ 3'- 9.1" Allowed = 0.498" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 14.007 19.00 MAX HORIZ. LL DEFL = 0.006" @ 16'- 1.0" 4 4.0" MAX HORIZ. TL DEFL - 0.009" @ 16'- 1.0" =q Design conforms to main windforce-resisting 1 system and components and cladding criteria. Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 0 0 N 8 o M-3x4 M-3x8 M-3x4 o y y '< ?ED PROFF. 8-03-04 8-03-04 0-08 16-06-08 -0J /565 <\.4 9 /c29 :9200PE C JOB NAME : POLYGON NW PLAN 7-A - A2 �/--� Scale: 0.2475 . �' WARNINGS: GENERAL NOTES, unless otherwise noted: fl Cr 1.Builder and erection contractor should be advised of all General Notes I This design is based only upon the parameters shown and is for an individual -y OREGON t(/ Truss: A2 and Warnings before construction commences. building component.Applkabildy of design parameters and proper l /� 2.2x4 compression web bredng must be installed where shown+. incorporation of component is the responsibility of the building designer. aniO%4 ^ O � ' 3.Addtlional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle to be leterelty braced at 1 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by "F e,‘"- continuous DATE: 3/30/2018 the overall structure is the res onslblli f the buildingdesigner. Impact sheathinginr suchrlbas plywood required here shown) •r tlrywall(BC). P ty o g 3.25 Impact bridging or lateral bracing he where .v 1/// ' Pi R 11 SEQ.: K4 4 3 7 9 2 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective conhador. (1 1 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, and are for"dry condition"of use. TRANS ID: LINK design bads be applied to any component.5.CompuTmshas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7necessary. fabrication, 8.This designis to the limitations set roan 0.Design shall be oneoth f000nages 5pmss,and. March 30,2018 subject B.Inas shat with join on both ropes of truss,end placed so their center TPINJfCA In SCSI,copies of whish will be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate sae of plate in inches. MiTek USA,Int./CompuTr"s Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=29.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, 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 UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 8-03-04 8-03-04 T T '1 12 IIM-4x4 12 19.00 V 3 14.00 HH t ,41111111 , 1 M-�6 �\ y, -M-6x6 VD J. l l l \,� �NGPEF6. /0 0-08 16-06-08 0-08 R 2 �� :g ��_ 9r JOB NAME : POLYGON NW PLAN 7—A — Al ,���J Scale: 0.2792 WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr Truss Al 1.Builder and erection contractor should be advised of all General Notes 1.This desgnisbased only upon the parameters shown and isfor anindNldual 74. 4/OREGON 0s kJ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.54 compression web bracing must be installed where shown t. incorporation of component is the responsibility of the building designer. 2�� �� S.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2.o.c.and at 10'o.c.respectiveN unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of ,O 14 a DATE: 3/30/2018 the overall structure is the responsibility f the building designer. continuousxIpatrisheathinginor sten l b bracplywing aired in ere s and/or tlrywall(BC). �'�' R I�� p ty o g goer. 3.2e Impact bridging or lateral bradng required where shown++ SEQ.: K4 4 3 7 92l 4.N01444 should be applied to any component until after ea 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 ere to be used in a noncorrosive environment, • TRANS I D• LINK design loads be applied to any component. and are for•dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII beefing at all suppods shown.Shim or castles 9EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 30,201 8 S.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.8 1 L-E 9.Digits indicate size of plate In Inches. MiTek USA,Inc./Com P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 " TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6136) 1370 1- 6=(-869) 3722 2- 6=( -630) 2990 BC: 2x6 KDDF#1&BTA 2- 3=(-4069) 1092 6- 7=(-868) 3790 2- 7=(-1886) 570 WEBS: 2x9 KDDF STAND; LOADING 3- 9=(-4064) 1092 7- 8=(-77B) 3740 7- 3=(-1994) 5772 2x6 DF SS A; LL = 25 PSF Ground Snow (Pg) 9- 5=(-6136) 1370 B- 5=(-779) 3722 7- 4=(-1886) 570 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 16'- 6.5" V 8- 9-) -630) 2990 BC UNIF LL( 919.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT <= 12"OC. 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 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -1450/ 6948V -256/ 256H 5.50" 10.32 KDDF ( 625) -/e- 16'- 6.5" -1450/ 6998V 0/ OH 5.50" 10.32 KDDF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Attach 2 ply with 3"0.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 �/�/ 9" oc in 2 row(s) throughout 2x6 top chords, ,X\/X\ 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 DEFL = -0.066" @ 9'- 5.2" Allowed = 1.092" SEASONED LUMBER IN DRY SERVICE CONDITIONS 8-03-04 8-03-04 _ ` MAX HORIZ. LL DEFL = 0.019" @ 16'- 1.0" l MAX HORIZ. TL DEFL = 0.029" @ 16'- 1.0" 4-06-15 3-08-05 3-08-05 4-06-15 T T f T f 12 12 Design conforms to main windforce-resisting M-4x10 system and components and cladding criteria. 19.00 V \19.00 4.0" Wind: 190 mph, h=29.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads A in the plane of the truss only. M-3x6 M-3x6 \ 1 M-3x6+ M-3x6+ �c i Casa 7 EX16, . L, LLi�tiYr�®�Ol Ill 0 1.= 6 d, 7 8 -5 o M-5x10 M-3x8 M-7x10 M-3x8 M-5x10 cc J, 1, 1, 1, 1 �(Q,ED PR OPL- 9-05-03 3-10-01 3-10-01 4-05-03 k y �� GINEFR /�*9 16-06-08 •92/ r" JOB NAME : POLYGON NW PLAN 7-A - A3 / • Scale: 0.2473 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and is far an Individual 7G "�OREGON ��c Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper op 2.2a4 compression web bradng must be estaled where shown+. incorporation of component is me responsibility crane building designer. 2 �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 G is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.ras plywoodly unless braced throughout their length by ,O 4, /� DATE: 3/30/2018 the overall structure is the responsibility f the buildingdesigner. continuousImpactsheathing or such b re uired where s angor arvwan(ec). �"R R 1 L`" ,/V'f D ty o B 3.2a brttlging or lateral bracing required shown++ SEQ.: K4437922 4.No load should be applied to any component until after all bracing and 4.Installation of truss sthhe esponbsibidy f the respective rtivevenmrorrment, fasteners are complete and at no time should any loads greater than Design assumes TRANS ID: LINK deslgnloads beapplied toany ensndacomponent. 6.o are condition" nbearing rutailsu nssnown.snimorwe r 5.CompuTrushas nocontrol overandassumesnoresponsibility for the re assumes as ppo dgei EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 30,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center TPVWRCA in BCSI,copies of which will be furnished upon request. Tines colneide with joint center lines. 9.Diggs indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector date design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 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 UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-06 3-06 4 T T 12 12 IIM-4x9 14.00 7 \14.00 2 Al ,_, stms.ii.... 1.2 , i iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiA 1,,,,, I 0 M-3x9 M-3x9 1 7-00 'c,(51°� PROp �NGINEFR >6.:1_ �� :9200PE r-- JOB NAME : POLYGON NW PLAN 7-A - B1 Scale: 0.5351 t /�• .. WARNINGS: GENERAL NOTES, unless otherwise noted: Q CC 1.Builder and erection contractor should be advised of all General Notes 1.This designIs based onlythe parameters shown and is for an individual upon Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the respoireibilby of Me building designer. 7, 4,�� Pb2�� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1lY o.c.respectively unless braced throughout their length by a ,S DATE: 3/30/2018 the overall slmctureis me responsibility of building tlesi mer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). \/V1 P Ry o 9 g 3.2x Impact bridging or lateral bracing required where shown++ ��R fi�� SEQ. : K4 4 3 7 92 3 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 at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, design loads be applied to a and are for"d60 condition"of use. TRANS ID: LINK 9 PP moomponent. S.CompuTrus has nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing atall supports shown.Shim orwedge g EXPIRES: 12-31-2019 fabrication,handling, necessary. shipment andinstallcationfcomponays. 7.Design assumes adequate dorbodrainage Isprovided. March 30,2018 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPVWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF 5l&BTR: SPACED 29.0" O.C. Design conforms to main windforce-resisting 2x9 KDDF #1&BTR B2 system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=22.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=1.6, Truss designed for wind loads PER ICC CODES(IRC/IBC),TPI I AND REFERENCED BCSI, LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OUT OF PLANE WALL BRACING ISSPECIFED BY THE ENGINEER REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. OF RECORD. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12-04-04 12-04-04 12 IIM-4x4 12 7.00 17' 3 -SI 7.00 NII illl I, N ,u, ),_ CO- MIIIIIIIIIIIIIIIIIIIIIIII-g-4 o M-3x5(S) o M-3x4 M-3x4 y y 10-00 14-08-08 y ,?,ED PROp6- 6., lNGINEF 6>>O 0-08 24-08-08 v �� :921OP 9r JOB NAME : POLYGON NW PLAN 7-A - C1 ,moi' �� Scale: 0.3025 ! �r WARNINGS: GENERAL NOTES, unless otherwise noted: In 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 74. OREGON �4Q Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper '� 2.2x4 compression web bracing must be installed where shown•. incorporelion of component is the reaponaibilfty of the building designer. / A 20 �� S.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at :,1.) , dd is the responsibility of the erector.Additional permanent bracing of cystis and of sheathing rsuch as ply unless braced throughout their length by �T a DATE: 3/30/2018 the overall stmdureisthe res bili ofdesign., asinuousshgingiorlaterlbaeingrtluirewheresantl/•or• tlrywall(BC). �`RR'L�- responsibility a budding goer. 3.2s Impact triaging or lateral bracing required where shown SEQ.: K4437924 4.Ns lsad shsuld be applied easy component uflttl after SI brasing and 4. llationoftrusisthhearab sibtxCloth respective anttratorment, fasteners are complete and at no time Should any loads greater than Design assumes be assign teas be applied to any component and are for"dry condition"of use. TRANS I D: LINK s.CompuTrus has control over and assumes no respondbilfty for me 6.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 nary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. March 30,2O 1 1 8 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 TPIMRCA In SCSI,copies of which will be fumshed upon request. Ines ceindde with joint center lines. 9.Digits indicate size of plate in inches. Mira USA,Inc./CompuTrus Software 7.6.8(1L)-E IS For bask connector plate design values see E5R-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 38 2- 7=(-200) 1227 7- 3=( 0) 326 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1544) 320 7- 8=(-202) 1225 3- 8-( -557) 201 WEBS: 2x4 KDDF STAND 3- 4=( -987) 314 8- 9=(-471) 2401 4- 8=( -171) 678 LOADING 4- 5=(-1140) 335 9- 6=(-479) 2459 8- 5=(-1691) 461 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2855) 611 5- 9=( -198) 1460 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 8.0" 0.0" 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" -165/ 1117V -161/ 165H 5.50" 1.79 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -136/ 1037V 0/ OH 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.125" @ 18'- 11.5" Allowed - 1.190" MAX TL DEFL = -0.207" @ 18'- 11.5" Allowed = 1.586" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12-04-04 12-04-04 MAX HORIZ. LL DEFL - 0.077" @ 24'- 3.0" f f 1' MAX HORIZ. TL DEFL = 0.128" @ 24'- 3.0" 7-00-13 5-03-07 6-05-08 5-10-12 '' f f ' i' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 IIM-4x4 Q 7,00 Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 ,f-d load duration factor=1.6, NN Truss designed for wind loads in the plane of the truss only. M-3x9 3 •01,, ,6 i� MN 9 'r: 5x6 M,-3x5 0 0 arm 'o 7 8 **6 o M-3x4 M-1.5x3 M-5x10 1 0 a 3.50 3.50 12 12 1 1 )' l l y y 7-00-13 6-07-03 y 5-03-08 y 5-09 y <C R 0 PR O/ 0-08 13-08 5-03-08 5-09 y �Co' GINE. /tel 24-08-08 R /v9. 89200PE r JOB NAME : POLYGON NW PLAN 7-A - C2 � . Scale: 0.2310 WARNINGS: GENERAL NOTES, unless olhenwise noted: Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is bawd only upon the parameters shown and is for anindNitlual -17� 4,OREGON �4(/ Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. incorporation of component lathe responsibility of the building designer. �J (� 3.Additional temporary bracing to insure stability during constmction 2.Design assumes the top and bottom chords to be laterally braced at lb -7 y y A n`�J �� is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at 10'o.c.respectively unless braced throughout their length by I`Y 1 s+ A DATE: 3/30/2018 the overall structure is Me responsibility of the building designer. 223 0 lnrp u by dg g or lateral nal b aero plywgod aired here hewn it tlrywall(BC). FiR 11+. V1 3.Installationtmptof truss is thterelpraCngity of t he whereshown+a + SEQ.: K9437925 4.Noeneload s are tlmplbe eeian at any component shouldntyil toadsafter gleatei than 5. 4.Dsigsufes Irises responsibilityctsbused in a no.0000s contractor. fasteners complete and at no time any nada greater and are assumes wawa are to be used in a non-corrosive environment, design bads beapplied to ancomponent. and ere for"dry condition-of use. TRANS ID: LINK s.C mnTushaanomralov.ad assumes 8.Design assumes full besnngatalsupports shown.Shim orwedge if EXPIRES: 12-31-2019 pu responsibility for the necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 30,20.I 1 V 8.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. es. MTek USA,Inc./ComuTrus Software 7.6.81L E 0 For b indicate of en ign values( 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE= 1.15 1- 2=(-2336) 509 1- 8=(-357) 2005 2- 8=(-251) 211 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-2109) 505 8- 9=(-219) 1666 8- 3=( -50) 483 WEBS: 2x9 KDDF STAND 3- 4=(-1495) 950 9-10=(-214) 1581 3- 9=(-653) 255 LOADING 4- 5=(-1496) 951 10- 7=(-353) 1867 9- 9=(-282) 1122 TC LATERAL.SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2088) 501 9- 5=(-640) 253 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-2309) 503 5-10=( -45) 460 TOTAL LOAD = 42.0 PIP 10- 6=(-225) 205 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1970V -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 35'- 0.0" -216/ 1970V 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "0c spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.098" @ 17'- 6.8" Allowed = 1.704" MAX TL DEFL = -0.165" @ 17'- 6.8" Allowed = 2.272" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.045" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 34'- 6.5" Design conforms to main windforce-resisting 17-06-12 17-05-04 system and components and cladding criteria. T T T 6-01-15 5-08-06 5-08-06 5-08-06 5-08-06 6-00-07 Wind: 190 mph, h=29.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / I f f a ,, . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=l.6, 12 12 Truss designed for wind loads 7.00 M-4x6 Q 7 DD in the plane of the truss only. 4.0" 4 4S( M-5x6(S) \1 M-sx6(S) 0.25" 0.25" 3 +8 M-1.5x3 M-1.5x3 2 41. •+ + o _i `( o 1 8 9 10 7 I M-4x4 M-3x4 0.25" M-3x4 M-4x4 t M-5x8(S) �g j) PRS"" 1' 1, 1. 1, l c�, !w`GINS 6-/ y 9-00-03 8-06-09 8-06-09 8-10-11 y �� V` .,q 0 35-00 ' :9200PE r. JOB NAME : POLYGON NW PLAN 7-A - D4 i�•�-'"- Scale: 0.1896 . 102111P.: WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and crosses contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON *' �Q Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper �� ♦y L 2.2x4 cont b bracing d be installed where shown«, incorporation of component is the responsibility of the building designer. L \ ' pression we ng mu 2.Design assumes me top and bottom chords to be Wteralty braced at /O • 1 4 20 3.Additional temporary bracing to insure stability during construction 7 o.c.and at 10'o.c.respectively unless braced throughout their length by s P lathe responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). j� Trii DATE: 3/30/2018 the overall structure is the responsibility or the building designer. 3.2x Impact bridging or lateral bracing required where shown v 0 �1 Rio- SEQ.: iLo- SEQ.: K4437926 4.No load should be applied to any component until after al bracing and 4.Design stallation of truss is thheaspo sibbe illlaryyE0nthnon-corrosiveivcontractor. fasteners are complete and at no time should any mads greater than and e e assumes musses"r e tob. TRANS ID: LINK deagnloads be applied toany component. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for the scary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 30,2018 8.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see EOR-1311,ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 35'— 1.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF Wind: 190 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. PER ICC CODES(IRC)IBC),TPI 1 AND REFERENCED BCSI, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE REgUIREMENTs OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL M-1x2 or equal typical at stud verticals. OUT OF PLANE WALL BRACING IS SPECIFED BY THE ENGINEER Refer to CompuTrus gable end detail for OF RECORD. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 17-06-12 17-06-12 4 4 4 11-08-09 5-10-03 5-10-03 11-08-09 T i T . T 12 IIM-9x9 12 7.00 17. 3 Q 7.00 IN M-3x5(5) M-3x5(S) I4ti o 1 ..11 �� 111111 ' in of '7' ....... ...................................................��....................................,...................,...........M-3 x 5(S)..............-......,....................—.................................,................................................ 4 o M-3x4 M-3x4 y y ,`<Q.cO PROFess 17-06-12 17-06-12 J' y N5 G IN,E.&;. /0A- 0-08 35-01-08 ,� 0-08 2v � :9200PE I JOB NAME : POLYGON NW PLAN 7-A - D3 i�/moi--! Scale: 0.2450 . `I ' WARNINGS: GENERAL NOTES, unless otherwise noted' O tr Truss D3 1.Builder and erection contractor should be advised of an General Notes 1.This design is based onlupon the parameters shown and isfor anindividual y OREGON it./ and Wamin before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. t 2°)'�+incorporationS.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to d t laterally braced at r:01 �T A is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 o.c.respectively unless braced throughout their length by '#s DATE: 3/30/2018 the overall structure is the responsibility f the building designer. continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). �fiR`�� P l>n'o e e I.2x Impact bridging or lateral bracing required where shown•• SEQ. : K4 4 3 7 9 2 7 4.No load should betl to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are completelete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"thy condition'of use. 5.CompuTrus has no control over and assumes noresponsibility for the e.Design assumes full bearing alalsupports shown.Shim orwedge if EXPIRES: 12-31-2019 n.fabrication,handling,shipmentpone spry. ,1 p candIeslmitatioof components. T.Design assumes adequat e rothifage is provided. March 30,2OI8 8.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. • 9.Digits indicate size of plate in inches. • MITek USA,IRC./CompuTnls Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTA LOAD DURATION INCREASE= 1.15 1- 2=(-2348) 510 1- 8=(-356) 1999 2- 8=( -251) 211 6-11=(-306) 2191 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-2124) 509 8- 9=(-219) 1655 8- 3=( -51) 494 WEBS: 2x9 ROOF STAND 3- 4=(-1505) 452 9-10=(-231) 1643 3- 9=( -656) 256 LOADING 9- 5=(-1516) 948 10-11=(-663) 3601 9- 9=( -275) 1096 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1985) 489 11- 7=(-675) 3685 9- 5=( -671) 259 BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4268) 841 5-10=( -21) 322 TOTAL LOAD = 42.0 PSF 10- 6=(-2193) 483 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1475V -232/ 232H 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. 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 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.203" @ 29'- 4.5" Allowed = 1.710" MAX TL DEFL = -0.341" @ 29'- 9.5" Allowed = 2.281" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.126" @ 34'- 8.0" MAX HORIZ. TL DEFL = 0.209" @ 34'- 8.0" 17-06-12 17-06-12 f f f Design conforms to main windforce-resisting 6-01-15 5-08-06 5-08-06 6-02-12 5-05-04 5-10-12 system and components and cladding criteria. '' 4 f f f '1' 1' Wind: 140 mph, h=29.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 M-4x6 '7]7.00 load duration factor=1.6, 4 Orr Truss designed for wind loads in the plane of the truss only. 4 Mfr( M-5x6(5) 3,1 M-5x6(5) 0.25" 0.25" el. le +B M-1.5x3 M-3x8 2 + + 6 7"' 0 • 11^ M-3x8 41411k\ _ M-5x8 0 1* 8 9 10 ca I M-4x4 M-3x4 0.25" M-5x8 i 0 0 M-5X8(S) x3.50 3.50 12 12 y y y y y �' PR pFFss y 8-11-05 8-07-07 6-06-04 y 5-03-08 y 5-09 y IN / 24-01 5-03-08 5-09 'SO' � �`G E€, �j�_ y J' 9 35-01-08 '�' :92IOP • JOB NAME : POLYGON NW PLAN 7-A - D2 �� -... Scale: 0.1743 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design u based only upon the parameters shown and is for an individual OREGON Z/� Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters act proper �� /f- A 2.2s4 compression web bracing must be installed where shown,. Incorporation of component is the responsibility of the building designer. ✓�Al)" 20` P+'` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at d is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by O •s /s DATE: 3/30/2018 the overall structure is the responsibility of the building designer. coImpact shging or such as plywood aired here s and/or tlrywall(BC). 'R R I�� YVl ponsi ty g 3.D Impact bridging or lateral bracing required where shown.� SEQ.: K4437928 4.No load should be applied to any component until atter all bracing and 5.4. allation ofhu1Nssherespo siuksytltthe nerespective ec environment, fasteners are complete and at no time should any bads greater thanDesign assumes in design loads be applied to any component. and are asor sumdryes NII b bearing of use. TRANS ID: LINK 5.CompuTmshasnocontroloverandaemon noresponsibiliyforthe fi.Design assumesNllbeadngatall supports shown.Shim orwedge ir EXPIRES: 12 31-2419 necessary. I fabdce handling,shipment and lam'hon of components. 7.Design assumes adequate drainage is provided March 30,20 1 8 8.This design Is Nmished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center TPNW1CA in BCSI,copies of which will be furnished upon request. lines coindtle with joint center lines. 9.Diggs indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR; LOAD DURATION INCREASE = 1.15 1- 2=(-1514) 481 7- 1=(-126) 129 9- 2=( 0) 295 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 2- 4=(-1004) 411 1- 8=(-440) 1097 2-10=( -506) 312 BC: 2x4 KDDF #16,BTR 3- 4=( 0) 0 8- 9=(-461) 1198 4-10=( -198) 605 WEBS: 284 KDDF STAND LOADING 4- 5=(-1165) 506 9-10=(-462) 1197 10- 5=(-1633) 530 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2852) 886 10-11=(-704) 2394 5-11=( -330) 1456 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 11- 6=(-717) 2451 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.6" -45/ 19V -128/ 126H 0.00" 0.00 j<@c ( 0) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 10'- 5.1" -541/ 849V 0/ OH 131.00" 1.36 KDDF ( 625) 10'- 11.0" 0/ 311V 0/ OH 131.00" 0.50 KDDF ( 625) M-1.509 o equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 35'- 1.5" -234/ 1046V 0/ OH 5.50" 1.67 KDDF ( 625) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Full height blocking is required at left bearing Unbalanced live loads have been considered for this design. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Gable end truss on continuous bearing wall. MAX LL DEFL = 0.000" @ 27'- 7.6" Allowed = 0.067" M-1x3 or equal typical at stud verticals. MAX TL DEFL = 0.000" @ 27'- 7.6" Allowed = 0.089" Refer to MiTek gable end detail for MAX LL DEFL = -0.123" @ 29'- 4.5" Allowed = 1.188" complete specifications. MAX TL DEFL = -0.204" @ 29'- 4.5" Allowed = 1.583" 0-00-15 SEASONED LUMBER IN DRY SERVICE CONDITIONS 21-10-11 f 13-10-13 MAX HORIZ. LL DEFL = 0.077" @ 34'- 8.0" MAX HORIZ. TL DEFL = 0.127" @ 34'- 8.0" 12-04-02 12-09-11 NOTE:Design assumes moisture content does 18-01-13� 5-02-08 6-05-08 5-10-12 not exceed 19% attime of manufacture. f f T T f 12 IIM-4X4+ 12 Design conforms to main windforce-resisting M-SX system and components and cladding criteria. 7.00 Q7.00 Wind: 140 mph, h=29.aft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3x6(S) `,2,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 344111141444444,44„.. M96 Truss designed for wind loads n the plane of the truss only. M-2.5x9 or equal at non-structural diagonal inlets. M-5x6+(S) 4.7 r M-3x6 ,Aigig hhihnH 1100. • I o M-3x9+ �ii M-3x6 o 'i x. . c+-A M-5x6 0 7 8 9 10 - oI :-M-4x4 -3x6 M-5x12 0 M-3x4+(S) -,,33.50 3.50 - ��ED PROFFs J. l l J. lz 1 lz J. c G�NEp s� y 10-11 6-06-13 6-07-03 y 5-03-08 b 5-09 ,, �` �` ER �* y 24-09 5-03-08 5-09 y �� 89200PE 9f 27-03-14 • JOB NAME : POLYGON NW PLAN 7-A - D1 z Scale: 0.1635 WARNINGS: GENERAL NOTES, unlessothenvise noted: 7� �f_OREGON A. �4, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -a7' t\N Truss: D1 andWamings before construction commences. building component.Applicability of design parameters and proper �Q 9y 14, 2aas:p.+ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of Me building designer. Y s �s 3.Adtl bona)temporary bracing to insure stability during consimction 2.Design assumes the top and bottom chortle to be laterally braced at N is the responsibility of the erector.Atldilional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by MFR R 1 LA- VVV j continuous sheathing such as pywoodal red ing(TC)and/or drywall(BC). DATE: 3/30/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • SE 4.No ad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •• Q K4 4 3 7 9 2 9 load are compete and at no time should any mads greater than 5.Design assumes trusses are to be used in a nen-corrosce environment, EXPIRES: 12-31-2019 design leads be applied to any component. and are for"dry contlftion"of use. TRANS ID: LINK6.Design assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility fur the nate March 30,2018 fabrication,handling,shipment end installation of components. ssary 7.Design assumes adequate oothifac a is trussed. 8.This design o fumlahetl subject to the limitations sal forth by g.Plates shall be located on both faces of truss,and placed so their center TPkWrCA in BCSI,copies of which will be famished upon request. lines coincide with Joint center lines. • 9.Digits indicate see of plate in inches. MiTek USA,IncJCompuTrus Software+7.6.8SP2(1 L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-231) 62 1-4=(-114) 173 2-9=(-232) 178 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=( -37) 17 9-5=( 0) 0 WEBS: 2x9 DF STAND; 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 1'- 0.0" -44/ 372V -33/ 92H 5.50" 0.56 KDDF ( 625) 7'- 10.5" -44/ 289V 0/ OH 5.50" 0.96 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ' JT 1: Heel to plate corner = 4.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = =0.018" @ 0'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.013" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.053" @ 6'- 3.2" Allowed = 0.298" MAX TL DEFL = -0.080" @ 6'- 3.2" Allowed = 0.397" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-03-04 1-07-04 f ' f MAX HORIZ. LL DEFL = -0.001" @ 7'- 7.7" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 7.7" 4.50 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 15��I Truss designed for wind loads W in the plane of the truss only. 'i- c)0 rn 0 111 I Pril AIIIIIII 1 �1. II M o ,�11 m M-3x8 M-3x8 M-3x6 1 1 1 6-03-04 1-07-04 1 1 1 1-00 6-10-08 1 1 7-10-08 'co- PROFFss , �NGINEF9 /0 :9200PE % JOB NAME : POLYGON NW PLAN 7-A - E2 AillOPPyr Scale: 0.5038 " WARNINGS: GENERAL NOTES, unless otherwise noted: Q Ir 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .T� w Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7/ It_OREGONA 4./ Truss: 2.2x4 comprassbn web bracing must be installed where shown t. incorporation of component Is the responsibility of the building designer. IV ✓:51..j.' JA ` . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1O -T 1 A AO �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 7 d o.c.respectively very unless braced throughout their length by `'F t b continuous edging on such as plywood sheething(TC)and/or Orywall(BC). �R RIO- DATE: NPW 3/30/2018 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown i 4 SEQ.: K4 4 3 7 9 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 t me should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTmshasnoconiroloverandessumesnaresponslbi@yarthe 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 febdcelbn,handing, newscary g,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 30,2018 S.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of plate In Inches. MiTek USA,IncJCompuTrus Software 7.6.8(1L)-E 10.For bask 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 7'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1OBTR LOAD DURATION INCREASE = 1.15 1-2=(-231) 62 1-4=(-114) 173 2-4=(-232) 178 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -37) 17 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x4 KDDF #16BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD= 42.0 PSF 1'- 0.0" -44/ 372V -33/ 92H 5.50" 0.56 KDDF ( 625) 7'- 10.5" -44/ 289V 0/ OH 5.50" 0.46 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ` REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Unbalanced live loads have been VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 considered for this design. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.018" @ 0'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.013" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.053" @ 6'- 3.2" Allowed = 0.298" JT 1: Heel to plate corner = 4.25" MAX TL DEFL = -0.080" @ 6'- 3.2" Allowed = 0.397" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-03-09 1-07-09 1 f f MAX HORIZ. LL DEFL = -0.001" @ 7'- 7.7" MAX HORIZ. TL DEFL = 0.001" @ 7'- 7.7" 12 4.50 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -, Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads Sillin the plane of the truss only. 0 C1 0 oil I 1 �I m M-3x8 M-3x8 M-3x6 1 1 l 6-03-09 1-07-04 b b 1 1-00 6-10-08 y 7-10-08 y co'. PROFFss �,� 0Nc,I N��c'7 �o2�r' :9200PE JOB NAME : POLYGON NW PLAN 7-A - E 1 Scale: 0.5036 41110111P-4°.74"" WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �G OREGON ��� Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper tat 2.204 compression web bradng must be installed where shown e. incorporation of component is the responsibility of me building designer. 2�� � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at <0 4" 1^ V Is the reaponslbllily of the erector.Additional permanent bracing of 7 o.c.and at 10/o.c,respectively unless braced throughout their length by Y f continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /IA .,R Rho_ DATE ti-'- DATE: 3/30/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral baring required where shown.e I'(� SEQ.: K4937931 4.No load should be applied to any component until after al bracing and 4.Installation of truss is me responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.andDesign rassumes tonin trusses are to be used m a noncorrosive environment, TRANS ID: LINK design wads be applied to any component. and are far"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility car the B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, ry hehismanc oamalmiaansf etforthbyta. T.Plat ssalbeb located both is provided. March 30,2018 6.This design is furnished subject to the limitations set with by S.plates shat be located on both(aces of truss,and placed so their center TP WV1CA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.2" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-92) 21 1-4=(-74) 74 2-4=(-180) 199 BC: 2x9 KODF #1&BTR SPACED 24.0" O.C. 2-3=(-37) 17 9-5=( 0) 0 WEBS: 2x9 OF STAND; 2x9 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 SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF 1'- 0.0" -30/ 252V -18/ 520 5.50" 0.38 KDDF ( 625) 5•- 0.2" -28/ 169V 0/ OH 5.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. JT 1: Heel to plate corner = 4.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.009" @ 0'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.007" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.024" @ 3'- 5.0" Allowed = 0.155" MAX TL DEFL = -0.030" @ 3'- 5.0" Allowed = 0.207" 3-05 1-07-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 1 I' MAX HORIZ. LL DEFL = -0.000" @ 9'- 9.5" 12 MAX HORIZ. TL DEFL = -0.000" @ 4'- 9.5" 4.50 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. o N O I 1 ���I m N o1 -dada." 6�� 4 ��5 -, M-3x8 M-3x8 M-3x4 J• l 1 3-05 1-07-04 J• l 1 1-00 4-00-04 l 1 5-00-04 89200PE JOB NAME : POLYGON NW PLAN 7-A - E3 �'/ .� Scale: 0.5549 _ l` WARNINGS: GENERAL NOTES, unless otherwise noted: © CC I.Builder and erection contractor should be advised of an General Notes 1.This design Rbased only upanthe parameters shown and isfor anindividual "y OREGON z(/ Truss: E3 and Wami gs before construction ommences. building component.Appliwb IRy of design parameters and proper ) 11- 2- .,,,v....�( 2.2s4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of Me building designer. ` ✓� '\ 3.Additional temporary bracing to insure stability during cenalructbn 2.Design assumes the top and bottom chords to be laterally braced at /I is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by O 4 s continuoussheathing orsuch er asalywgre required ineres own•drywat)ec). 41•,RIO_DATE: 3/30/2018 the overall structure is the responsibifty of the bulking designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: K4 4 3 7 9 3 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are or"dry contlition"of use. 6.Design assumes bllbearing eleNwpportsshown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling, w.swry shipment and installation o(componenls. 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 March 30,2018 TFIA TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sea of plate in inches. MITek USA,Inc./CompaTrus Software 7.6.8(f L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 38 2- 8=(-193) 1109 3- 8=(-299) 231 BC: 2x9 KDDF #1&BTR SPACED 29.0" D.C. 2- 3=(-1360) 313 8- 9=) -88) 716 8- 4=(-125) 523 WEBS: 2x4 KDDF STAND 3- 4=(-1195) 346 9- 6=(-209) 1085 4- 9=(-125) 523 LOADING 4- 5=(-1195) 346 9- 5=(-299) 231 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1360) 313 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSI 6- 7=( 0) 38 TOTAL LOAD = 92.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -146/ 1000V -148/ 148H 5.50" 1.60 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 0.0" -146/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.035" @ 14'- 6.1" Allowed = 1.054" MAX TL DEFL = -0.059" @ 14'- 6.1" Allowed = 1.406" MAX LL DEFL = -0.000" @ 22'- 8.0. Allowed = 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS 11-00 11-00 '1 ,( f MAX HORIZ. LL DEFL = 0.016" @ 21'- 6.5" 5-08-13 5-03-03 5-03-03 5-08-13 MAX HORIZ. TL DEFL = 0.026" @ 21'- 6.5" f T T T T 12 12 Design conforms to main windforce-resisting 7.00 M-4x6 'S:17.00 system and components and cladding criteria. 9.0" Wind: 190 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 ( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), p44144 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3111119/ M-1.5x3 3 N iiiiiiiiiiiih...o O ter. �� 8 9 o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 o 7-05-14 7-00-05 7-05-14 y 10-00 y 12-00 y '<<5° PopeSO 1 8 y ��� �NC,INE�r� /O�9r' 0-08 22-00 0-08 •.89200PE JOB NAME : POLYGON NW PLAN 7-A - F2 �� � Scale: 0.2529 WARNINGS: GENERAL NOTES, unless otherwise noted' IP CC 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 OREGON *� <C/ Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters act proper �G �h /` 2.2a4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2, {� �� 3.Additional temporary bracing to insure staGldy during construction 2.Design assumes the top and bottom chords to be laterally braced at /O '� a '`" is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respedNely unless braced throughout their length by DATE: 3/30/2018 the overall attudure is the res onsibiN f the building de continuous edging or such as plywood re aired in ere sand/or drywall(BC). MFR �` p ry o g signer. 3.2x Impact bridging or lateral bribing required where shown++ (' l.' SEQ.: K4 4 3 7 9 3 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bbads beapplied toany component. and 9^mgumeopndnia�og0 a. p� 9e G CompuTrus has no control over and assumes no responsibility for thenece.Design " °^^ t e su "°shown.Shim°r wedge" EXPIRES: 12-31-2019 fabrkatwn,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 30,2018 8.This design s furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in BCSI,copies of whkh will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacin '' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 g BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 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 = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 11-00 11-00 T 12 7.00 IIM-4x4 12 3 '7.00 j N N 1 _ : 5 O //1//l//////1/!!////////ll/////1////I///////ii//ll!/// JTZ// //l//////////!///////////!/////////!/////i///i/l!////i////f/////i///// o O M-3x5(S) 1o M-3x9 M-3x9 l y y 10-00 12-00 ,SCO PROOF 0-08 22-00 ,.;NGIN4. `r/O 2 :9200PE 9r JOB NAME : POLYGON NW PLAN 7-A - F1 �-'. Scale: 0.3909 L " ' WARNINGS: GENERAL NOTES, unless otherwise noted' © M1w Truss: F 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onry upon the parameters shown and Is for an individual �C and Waminga before construction commences. building component.Applicability of design parameters and proper -yL ,�OREGON 2.2a4 compression web bracing moat be installed where shown+. incorporation of component is the responsibility of the building designer. �f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be tat gh braced al /O -]y 14 AO\ �� Is the responsibility of the erector.Additional permanent bating of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by (� ///��� DATE: 3/30/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). A-A �) 3. Impact bridging or lateral bracing required when shown++ ,S7/-RR'L V SEQ.: K4 4 3 7 9 3 4 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. \(7 �/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Compares has no control over and assumes no re S Design assumes full bearing at all supports shown.Shim or wedge S EXPIRES: 12-31-2019 pu spollslbllity for the ssery fabdcetion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 30,201 8 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate s¢e of plate in Inches. MiTek USA,Ino./CompuTnus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2015 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) 2544 11- 6=(-1920) 470 BC: 2x6 KDDF SS 2- 3=(-10490) 2372 8- 9=(-2318) 10550 2- 9=(-1920) 470 6-12-( -536) 2544 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8090) 1872 9-10=(-1904) 8850 9- 3=( -776) 3504 2x4 DF STAND A; LL = 25 PSF 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( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-10490) 2372 11-12=(-2318) 10550 10- 4=(-1814) 7896 BC UNIF LL) 414.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-12708) 2820 12- 7=(-2334) 10626 10- 5=(-3170) 760 TC LATERAL SUPPORT <= 12"OC. UON. 5-11=( -776) 3504 BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF ( 625) nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 7" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.144" @ 14'- 6.8" Allowed = 1.054" MAX TL DEFL = -0.242" @ 14'- 6.8" Allowed = 1.406" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.048" @ 21'- 6.5" MAX HORIZ. TL DEFL - 0.081" @ 21'- 6.5" 11-00 11-00 1' ' Design conforms to main windforce-resisting 4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 system and components and cladding criteria. f f T T f T T 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 II M-6x6 '' :17.00 Al( l Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6.0" Truss designed for wind loads 4 4=,I' in the plane of the truss only. M-37 M-3x6 3 M-3x6 M-3x6 z ir 1 M-6x10 �n s aM-6x10 Lo ...110.4A n i N 0 1 - 8 9 10 11 12 •"7 o M-3x8 M-6x8 0.25" M-6x8 M-3x8 0 ::M-8x8(S) 1 1 l l l l y ���Ep P R OF�ss 4-02 3-03-04 3-06-12 3-06-12 3-03-04 4-02 J.. 22-00 y �� NGINEFR /0 89200PE r JOB NAME : POLYGON NW PLAN 7-A - F3 Sale: 0.2827 4 / WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and isioranindividual t7.3 OREGON �� Truss: F3 and Warnings before construction commences. building component Applicability of design parameters and proper / / s� L 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the respotrcibility of the building designer. v % 2$ ` ��' 3.Additional temporary bating to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at <O X1 y^s V is the responsibility of the erector.Additional permanent bating of 7 o.c.and stiff*o.c.respectively unless braced throughout their length by 1 Y` ��LT DATE: 3/30/2018 the overall structure is the responsibility of building de continuous sheathing such as required a where s and/or tlrywall(BC). E'R R II LL p ty o g racing 3.2x Impact bridging or lateral bracingplywoodshe callers shown++ SEQ.: 514437935 4.No mad should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respedNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for Wry condition"o(use. • 5.CompuTmshas nocontrol over and assumes noresponsibility for the 8.Design assumes mllbearing atalsupports shown.Shim orwedge if EXPIRES: 12-31-2019 ry p truss, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. M a rcl 130,20 1V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tantl placed so(hair center TP WJ1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CompuTNs Software 7.6.8(IL)-E /0.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2- 8=(-237) 1261 3- 8=(-311) 219 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 340 8- 9=(-103) 834 8- 4=(-110) 492 WEBS: 2x9 KDDF STAND 3- 4=(-1318) 345 9- 6=(-256) 1261 4- 9=(-110) 992 LOADING 4- 5=(-1318) 345 9- 5=(-311) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 340 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 33 TOTAL LOAD = 92.0 PSF OVERHANGS: 8.0" 8.0" 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" -110/ 1000V -106/ 106H 5.50" 1.60 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -110/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.043" @ 7'- 6.2" Allowed = 1.054" MAX TL DEFL = -0.073" @ 7'- 6.2" Allowed = 1.406" MAX LL DEFL = 0.000" @ 22'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL - 0.030" @ 21'- 6.5" f f if / 5-09-04 / 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting I I . . f system and components and cladding criteria. 12 12 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 .f-,( Truss designed for wind loads P�u� in the plane of the truss only. M-1.5x3 M-1.5x3 3 \ / cm rn o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 )" l 1 l 7-06-03 6-11-11 7-06-03 Q� n r y 10-00 y 12-00 y +`_ �D PR Or�Ss 0 o,L 22-00 o-oa �� ��•1CaINEFR QO2 °' :9200 P E ��' JOB NAME : POLYGON NW PLAN 7-A - G1 i��-! Scale: 0.2529 4111P WARNINGS: GENERAL NOTES, unless othensisee noted: O Q` 1.Builder and erection contradorshouldbeadvised ofall General Notes t.This deeignisbaeedonly upon the parsignpaashown and is for anindiidual -q OREGON Truss: Gland Warnings before construction commences. building component.Applicability of design parameters and proper 1 /�- �oA �t 2.2x4 compression web bracing mud be installed where shown+. incorporation of component is the responsibility of the building designer. l�� N ` '` 3.Additional temporary bracing to insure stability during wnatrodion 2.Design assumes the top and bottom chords to be laterally braced at 1 41 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectivety unless braced throughout their length by o 1"r f continuous sheathing or such as plywooacing required uired here s own+tlrywell(BC). � �� DATE: 3/30/2018 the overall structure is the responsibility of the buildingane t bracing 3.2x Impact bridging or lateral bracing required where shown and/or d SEQ.: 1(443793 6 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK desipnloads beapplied toany component. and are for"dry condition"ofuse. 5.comp"rr"e has n000mrolover.neaaagmeanoreapandminyrorme 6.Design ssumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment ponen n. smeec to the limitations of components. 7.Plates shall b es adequate drainage is truss, March 30,201 8 e.This design is furnished subject to the limdetions set forth by e.Plates shell be located on both faces of truss,and placed so their center TPINWrCA in 5101,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 12 12 DIM-4x9 6.00 Q 6.00 3 II M M o _ _ cG' I p o M-3x5(S) M-3x4 M-3x4 y y 10-00 12-00 ` y0-08y 22-00 Gj��`AGINE- ..,89200PE JOB NAME : POLYGON NW PLAN 7-A - GGE • j Scale: 0.3909 WARNINGS: GENERAL NOTES, unless otherwise noted: IP 1:r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -yG 4/O R EGO N b �� Truss: GGE and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown r, incorporation of component is the responsibility of the building designer. / y A h� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at O 1 71 t 'LV is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by ^ Y DATE: 3/30/2018 the overall structure is Me rebili f the building desi continuous sheathing or such l b plywood aired ng(TC)ownand/•drywall(BC). �`FiR I k.\- sponai ty a g goer. 3.24 Impact bridging or lateral bracing required where shown e« SEQ.: K4437937 4.Nobad should beapplied toany component until after all bracing and 4.D tallationofnst;Sthhs are sibe ulamamheron rtowsiVee�aanr. fasteners are complete and at no time should any mads greater than sign assumes ment, and are for"dry condition"of use. • design nada be applied to any component. TRANS ID: LINK 5.CompuTrus has nocontrol over and assumes noresponsibility for he 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necesnary. r� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. M a rCl l.�130,L O 1 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WVrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate stye of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0,0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 e TC: 2x9 KDDF#163TR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x9 KDDF#15BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORS 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 <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 12 4'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 v LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:4,3,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.009" @ 2'- 7.0" Allowed = 0.274" SEASONED LUMBER IN DRY SERVICE CONDITIONS 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. Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, Truss designed for wind loads i in the plane of the truss only. r oti ti1 011010111, 1m 0 1 -/ q 3 M-3x8 J. J. J. 3-00 1 ���Ep PROFFS 4-00 ,S0- � ANG,INEF9 wo29 `r 89200PE JOB NAME : POLYGON NW PLAN 7-A - H2 Scale: 0.9259agiagr/i WARNINGS: GENERAL NOTES, unless otherwise noted: V � ' cr t.Builder and erection contractor should beadvised ofall General Notes 1.This design is based only upon the parameters shown and is for an individual y ,,OREGON ��` Truss: H2 and wamings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown+, incorporation of component is the recporreibillty of the building designer. 2 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be lateral braced at <0 ' 1 4 a is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectivety unless braced throughout their length by „S DATE: 3/30/2018 the overall structureis mere responsibility f the budding de continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). ER R IILL `N/ sponsi ty o g signer. 3.2,Impact bridging or lateral bracing required where shown++ SEQ.: K4437938 4.No bad should be applied to any component until after all bracing and 4.Imbibition abuse is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, deal loads bee appliedcomponent. and are for"dry condition"of use. TRANS I D: LINK 5.Com n Trus has no over and no re 8.Design assumes MI bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 pu responsibility for the fabrication,handling,shipment and installation of components. 7.necessary. 0,n assumes adequate drainage is provided. March 30,201 8 8.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWfCA In BCS',copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompUTrus Software 7.6.8(114-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 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF_ LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"01. 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) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 12 LL = 25 PSF Ground Snow (Pg) 4.00 G,- LIMITED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:4,3,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net 5(- psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.009" @ 2'- 7.0" Allowed = 0.274" SEASONED LUMBER IN DRY SERVICE CONDITIONS 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. lf Wind: 140 mph, h=19.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Al (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, to Truss designed for wind loads l in the plane of the truss only. r 0 ti 1 ua I / rno o 4 V 3 M-3x8 1 y 3-00 y ���v) PRope 4-00 ��5 �NGINEFR /� '92 0 r JOB NAME : POLYGON NW PLAN 7-A - H1 lipr .• Scale: 0.9259 - WARNINGS: GENERAL NOTES, unless otherwise noted: V [}` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7, 4,,OREGON �<(/ Truss: H1 and Wamings before construction commences. building component Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+. incorporation of component a the responsibility of Me building designer. ^'\ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the too and bottom chards to be laterally braced at /t y 1 rJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respectively unless braced throughout their length by �,/ a w DATE: 3/30/2018 the overall structure R the responsibility f the biddingdes continuous sheathing such as plywood aired here s and/or drywell(BC). �R R 11.` .0.,‘", , sponsi ty o designer. 3.2x Impact budging or lateral bracing required where shown++ l.+ SEQ.: K4 4 3 7 9 3 9 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the r nve contractor. fasteners me complete and at no time should any loads greater than 5.Design assumes trusses are lto be used in a non-corrosive environment, design beds baa led toocomponent. antl are for"dry condition"of use. • TRANS ID: LINK 5.ComnTushasnopcontrol e aeanare 6.Design assumes full beadngatalsupports shown.Shim orwedge if EXPIRES: 12-31-2019 pu responsibility for the ssery fabrication,handling,shipment and installation or components. 7.Desgn assumes adequate drainage is provided. March 30,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPLN ICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size or plate in inches. Mick USA,Ino./CompuTrss Software 7.6.8(PL)-E 10.For bask connector plate design values sea EBR-1311,ESR-1988(MiTak) a Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center late on oint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property or Personal u /q p j y offsets are indicated. I I (Drawings not to scale) DamagePl Injury ry II a= Dimensions are in ft-in-sixteenths. Ink 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 BCSI. 2. Truss bracing must be designed by an engineer.For 0'1116' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ p bracing should be considered. O p 111411p 3. Never exceed the design loading shown and never dU stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 c6-7 C5-6 designer,erection supervisor,property owner and plates 0- 'r,/' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �/ /� Y symbol Indicated b shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. IllIndicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTekl All Rights Reserved approval of an engineer. illIMEr reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. __ r=te ,k; 18.Use of green or treated lumber may pose unacceptable 111. 1environmental,health or performance risks.Consult with project engineer before use. Industry Standards: Mil ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. a BCSI: Building Component Safety Information, ile 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 7A 4-19-16 ct4Roseburg J2 MAIN 1:39pm 1 Forest Products Company 1 of 1 CS Beam 20164.0.5 e 413.19.1 RECEIVED Materials Database 1547 Member Data FEB 6 2019 Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous RD Bottom Lateral Bracing: Continuous I�� ICx ." " Standard Load: Moisture Condition: Dry Building Code: IBG� FLLL -DING DIVISION Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam 1 1450 11 70 9 0 2600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to canyi ng members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" U681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" U835 6.61' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All productnamesaetrademar sof their respective owners KAMI L.HENDERSON EWP MANAGER Std'011 Copyright(C)2516 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing redefined aswhen the member,floorjoist,beam orgirder,shown on this drawing meetsapplicable design cdteda for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663