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Plans (3) 142-gq 5tA1 11eqIurZo a-0019 LI RECEIVED 1111,0 FEB 0 6 2019 CITY OF TIGARD IVIiTek BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,\((51,0 P R OFFSS 0NGtNFF"7 X029 89782PE r 9,G OREGON oh' Q' T,9 °4RY F'A U L �\J 411111P- . 8 2 1 August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 vAVLj56CBygBiS 1 1-0-0 1 Pam 11 1-2-0 I I4.7"s--I Scale=1:25.0 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 1 I 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 0 / 0 N gCng O O d O e O O e 2J� 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 I I 3x5= 3x5—3x5= 0 6.1-6 I 7-0-14 17-7-1418-2-14 I 14-4-4 I 7-0-14 0-7-0 0-7- Plate Offsets(X.Y)— [8:0-1-8.Edael.119:0-1-8.Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 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/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=384/0,10-19=1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). cE0 PRQFF LOAD CASE(E) Standard ��' SO 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ���Co �NGINee /0 29 Uniform Loads(plf) 19 4L 89782PE 1 Vert:16-24=8,1-15=80 Concentrated Loads(Ib) Vert:2=-674(F) • / '1111.;.��f • •_ 9,y OREGON &.4t- '9,9 , '9 GAlAY 152�Q' 94- 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 b 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 M iTek' 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/IP11 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 9561n 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 I Scale:1/2"=1. 1.5x3 I I 3x4= 1.5x3 1I 3x4= 1.5x3 11 3x4= 1.5x3 I I 1 2 34x4= 4 5 6 7 B e e e e a e _ .e • \ N O P O O e e All 6. 1 13 12 11 10 9 3x4= 1.5x3 1 I 1.5x3 II 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3.12 1 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets()eY)— [2:0-1-8.Edge].[3:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 IC 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=819/0,3-4=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong backs to be attached to walls at their outer ends or restrained by other means. !cc- .° tNG I N4.q jO 2 8.782PE 9r 9,L OREGON q^h Q PA U L If° EXPIRES: 12/31/2016 August 7,2015 t A WARNING-Verifydesign ammeters and READ NOTES ON THIS g p SAND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPII QualIy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 9S610 Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51 WHGifEXZdwpLm?ZVgaoo1aDG3ygBiQ I 2-6-0 I1 1 1-2-0 11 0-8-14 1 Scale=1:22.8 1.5x3 I I 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 i ' ,.;..... s o® 0 ® e \ Cil 0 0 0 0 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 I I 3x6= 3x4= I 5-10-2 6-5-2 1 7-0-2 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8,Edge].[5:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/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. Strong backs to be attached to walls at their outer ends or restrained by other means. <��EO PROF- 0.0 �� co. ANG I N EFR /O, 89782PE2Pr' • - OREGON �'� Q 4Rh- 'AUL R\�</� EXPIRES: 12/31/2016 August 7,2015 1 ' 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/1911 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 _ Citms Hnightc 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 v9ITEGtylhJmpVygBiP 2-6-0 1 1 1-8-6 II 1-2-0 110-8-14 1 Scale=1:25.0 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 H 1 2 3 4 53x4= 6 7 8 e e 0 e 0 • _ o N q�nB7 a e a e e 113 12 11 10 3x4= 3x6= 1.5x3 H 1.5x3 H 3x6= 3x4= 1 7-0-14 17-7-1418-2-14 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(psf) 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 Ina YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-2110/0,5-6=1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �``�ED P R oF4c„ ��ce0.0 . �tJG[NEFR /02� :9782PE r` y,L OREGON O'er', -7,9Ci4RYi52 �Q. 'AUL 1- EXPIRES: 12/31/2016 August 7,2015 1 1 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M Frei('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/fPl1 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 Oty 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_I9JyEJXy1 hJmpVyqBiP I 2-0-10 1 1 1-2-0 1 1 0-8-14 1 1 2-6-0 Scale=1:18.0 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 1 2 3 3x4= 4 5 6 e e o e e o 6 0 /� o N e- e , e 1 10 9 8 i'. 1.5x3 11 1.5x3 11 3x6 = 3x4= 3x4= 2-3-10 12-10.10 1 3-5-10 I 9-7-0 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) l/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0,22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (lb)-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. `�c\NO PROFFS ��c�5 �v` kz.,91Sj029 89782PE �r F i8111 17/1/4/ y •REGON 2'� T 1:9 'tiny A k PAUL R��� EXPIRES: 12/31/2016 August 7,2015 t I ' A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ME-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/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 Citmss Heights CA 95810 • Job Truss Truss Type Oty Ply POLYGON R45124653 PL15-264 UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHam U5spGpReg3G?e203vZYjzhM5FL3JLyygBiO 2-6-0 1 2-1-12 I I 1-2-0 110-9-8 1 2-3-0 I 1 1-2-0 1 1 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 m —111411111111111k / O N e O O e e® ee 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5 = 3x4 = 12-10-12 4-10-12 15-5-12 16-0-12 I 11-8-12 12-3-121 I 15-11-12 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X,Y1— [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) l/defl Lid 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 IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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 3-104(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c`coNGPNOgssio 2 c4 89782PE 9<' an V4 OREGON O^h Q 1�� E'AUL R��Q� EXPIRES: 12/31/2016 August 7,2015 t A WARNING-Verity 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 Milek 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/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 Citric Heights CA 95910 • • 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 1-9-14 I I 1-2-0 I I 0-8-14 1 1 2-6-0 I Scale=1:17.6 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 0O 0 0 N 0 0 / \ O O 11 10 9 8 1.5x3 II 1.5x3 I I 3x6= 3x4= 3x4 = 2-0-14 2-7-14 3.2-14I 9-4-4 2-0-14 0-7-0 0-7-0 __ 6-1-6 Plate Offsets(X.Y1— [2:0-1-8,Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 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. �NGIN�cR X0, ¢ 89782P r . r vXII r -v •REGON �� Q PAUL r` EXPIRES: 12/31/2016 August 7,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02/1612015 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 Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify 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 CBnw Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264 UPPER FOB Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0.9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 1 1-4_8-s-I Scale=1:28.5 1.5x3 I I 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 0 o N / O O e e B 9 1* 16 15 14 13 12 �, 3x4= 3x4= 3x4 = 3x6= 1.5x3 I I 4x4= 3x4 = 12-10-12 I 4-10-12 IS-5-1216-0-121 11-8-12 !24-12I 1 16-4-4 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.Y)- [7:0-1-8.Edge],[12:0-1-8,Edge].[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=-2435/0,4-5=-2435/0,5-6=-2821/0,6-7=-2821/0,7-8=-2063/0,8-9=-2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=-559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=-1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. R OF cca ck NEFq`r/O 2 Lf 89782PE 9T ..4. -7+ •REGON o� "9 (I4RY152(Q` 9k pAUL v's EXPIRES: 12/31/2016 August 7,2015 1 __ I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. • Design void 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 Mil*"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/fill 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 Citms Heights CA 95810 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MIIgEJcfn0EO7HADVCgtGheXZnbxA2zXyJHyHyqBiL 1 2-6-0 I 2-1-12 11 1-2-0 11 0-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 I W1.21 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 I I 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • 0 0 0 0 e i , / N ® 11111111111111111111111411111111111111111111-- e O ® p 1 16 15 14 13 12 4JX�? 3x4 = 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4= 12-10-12 I 4-10-12 155-1216-0-121 11-8-12 123-121 I 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.V)— [7:0-1-8,Edge].112:0-1-8.Edge].(15:0-1-8.Edge].(16:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/defl 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(lb)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-2402/0,4-5=-2402/0,5-6=-2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,\��E� PROF ,\<<,E / `�c� ANG I N EFA? p2-37 8.782PE r i 74/OREGON O�� ,,p 04RY 15,2&•q: k PAUL c 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. �� 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 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 Qualily 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 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 Dinot Failure to Follow Could Cause Property 4 (Drawings to scale) offsets are indicated. IDamage or Personal Injury rall. Dimensions are in ft-in-sixteenths. ligik 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. 01 „ 2. Truss bracing must be designed by an engineer.For '/16 L\Illin 1 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I � .. p bracing should be considered. 1.11=Allor ,r;),)_: O 3. Never exceed the design loading shown and never OU stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�e cs-i cs s designer,erection supervisor,property owner and plates 0 'Ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from `Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,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 11? 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. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MTekOO All Rights Reserved approval of an engineer. %ENO reaction section indicates joint number where bearings occur. -- 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. w 11110 18.Use of green or treated lumber may pose unacceptable 11.--- i environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: 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 DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, FAiTeke 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 FEBRECEIVED 0 6 2019 FyI iTe k� CITY OF TIGARD BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 7-B 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: K4371550 thru K4371565 My license renewal date for the state of Oregon is December 31,2019. ��Q`�° P R oFFss �c, �NGI N��� \2p 89200PE r' 9 OREGON��, 4. <0 qy 14, 2° 0- '�ER R I Lk- March 13,2018 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 e LUMBER SPECIFICATIONS TRUSS SPAN 16'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 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=21.2ft, 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=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 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. 8-03-09 8-03-04 l' T 1' 12 12 6.00 2" II1,4-4x4 Q 6.00 3 I I PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL OUT OF PLANE WALL BRACING IS SPECIFED BY THE ENGINEER OF RECORD. M 2 4 M CY o / ///////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////// / ( I 0 0 M-3x9 M-3x4 k--.t 0-08 16-06-08 Q,ED P � <� S `c, �GIN� ,, :9200 JOB NAME : POLYGON NW PLAN 7—B NH — Al41. .Or Scale: 0.4856 WARNINGS: GENERAL NOTES, unless otherwise noted: C) C 1.Builder and erection contractor should beadvised ofall General Notes 1.This design is based onyupon the parameters shown and isfor anindividual -yG OREGON 01 �� Truss: Al and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component le the responsibility of the building designer. �{�� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be IateraNy braced at 41 V idio is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10•o.c.respectively unless braced throughout their length by /O f DATE: 3/13/2018 the overall structure is the responsibility of building desi continuous sheathing laterlbpywootluirewhereC)and/or drywell(BC). � ,n �� spor. ryo g gnat. 3.2x tinuoumpact bridgingor lateral as srelywoodcing heaths g(Tshown rd I' SEQ.: K4371550 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loam 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"dry wnditian'9 use. 5.CompuTrus has no control over and assumes no responsibility for the 6.De assumes NII bearing at aN supports shown.Shim or wedge if _ EXPIRES: 12-31-2019 fabrication,handling,shipment and instalation of components. ry. 8.Plates shall b assumes adequate drainagetfis ptruss,d. 8.This design a fumishetl subject to the limitations set forth by 8.Plates be located on both laces of truss,and placed so their center March 13,2�18 TPWJTCA In BCSI,copies of which will be furnished upon request. lines coincide withjoint centercenterlines, 9.Diens incicol size of Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector platdesign values see ESR-7311,ESR-1966(MITek) 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/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 33 2- 8=(-404) 1540 3- 8=1-326) 305 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1751) 494 8- 6=(-438) 1540 8- 4=1-132) 934 WEBS: 2x4 KDDF STAND 3- 4=(-1351) 279 8- 5=1-326) 302 LOADING 4- 5=(-1351) 267 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751) 510 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 33 TOTAL LOAD = 42.0 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" -113/ 771V -79/ 79H 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 16'- 6.5" -113/ 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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" @ CO- -8.0" Allowed = 0.089" MAX LL DEFL = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL DEFL = -0.119" 0 8'- 3.2" Allowed = 1.042" MAX LL DEFL = 0.000" @ 17'- 2.5" Allowed = 0.067" MAX TL DEFL = -0.001" @ 17'- 2.5" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS 8-03-04A 8-03-04 ` q I MAX HORIZ. LL DEFL = 0.059" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4 T 1 T 4 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 '''';]6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 ,},72...( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 11.1111111111% Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 ``ii DC 8 M-5x8 M-3x9 M-3x9 rn o t 1 O I I o O - 13.00 3.00 e=... 12 12 0-08 8-03-09 y 8-03-04 0-08y p0 PR OFFS y 16-06-08 y ��. �NGINE'FR o-6, 16-06-08 :92,OP JOB NAME : POLYGON NW PLAN 7-B NH - A2 ?' • •r...--•-- Scale: 0.3356 WARNINGS: GENERAL NOTES, unless otherwise noted' 13 cr 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 OREGON 4/ Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper / A 2.2x4 compressbn web bradng must be installed where shown Y. incorporation of component is the responsibility of the building designer. �/O 41,OREGON l �M1 1� � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be WteraNy braced at I) 1 V is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by N DATE: 3/13/2018 the overall structure is the responsibility f the building desi continuous sheathing such as plywood sheat where s andror tlrywall(BC). aponsi ty o g goer. 3.rax Impact bridging or lateral bracing required where shown«r FR R 1 LL SEQ.: K4 3 715 51 4.No load should be applied to any component until after aN bracing and 4. stallation oftru a s the are responsibilitybe used men respective n<o tive vo ntraor.nem, fasteners are complete and at no time should any loads greater than Design assumes design bads he applied to any component. antl are for"dry condition"of use. TRANS ID: LINK s.eompaTmanaarooanrol".eranaaasumeanoraaponaibeyorthe B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 y. fabrication,handling,shipment and installation of components. sea assumes 7.Platssallbaded oneoth faces eio truss, March 13,2018 6.This design is fumishetl subject to the limitations sal forth by e.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate in inches. MITek USA,Ino./CompuTmvs 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 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 33 2- 8=(-282) 1528 3- 8=1-383) 257 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=1-1813) 909 8- 9=1-129) 1001 8- 9=1-127) 639 WEBS: 2x9 KDDF STAND 3- 9=1-1590) 908 9- 6=(-301) 1528 9- 9=1-127) 690 LOADING 9- 5=(-1590) 908 9- 5=1-383) 257 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=1-1813) 909 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE 6- 7=1 0) 33 TOTAL LOAD= 92.0 PSF OVERHANGS: 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" -166/ 1168V -131/ 131H 5.50" 1.87 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 26'- 0.0" -166/ 1168V 0/ OH 5.50" 1.87 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL DEFL = -0.106" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.000" @ 26'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 26'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS 13-00 13_00 MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.093" @ 25'- 6.5" f 1' 6-09-04 6-02-12 6-02-12 6-09-04 '' 4 f 4' 4' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M-4x6 Q 6.00 Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 .i--( load duration factor=l.6, r ii Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 \\„ 3 M M oO a T MN T 0 8 9 R`6 o I M-3x4 M-3x4 M-3x4 M-3x4 M-3x5(5) b y 1 l y 8-10-03 10-00 0 00 y 8-03-11 16-00 8-10-03 y ���ED PRQp6. 1 1, 1, 1, r\.. ,,\-•t•A -€ �p 0-08 26-00 0-08 G(( 2T� `1 89200PE �' JOB NAME : POLYGON NW PLAN 7-B NH - B3 10111"-' ,,� � Scale: 0.2259 , l` J WARNINGS: GENERAL NOTES, unless otherwise noted: Q [}` 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 w. ��` Truss: B3 and Warnings before construction commences. budding component.Applicability of design parameters and proper ` N 2.9:4 compression web bracing must be installed where shown.. incorporation of component is the responsibility or me building designer. A 2�� �• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at /O Al/fr " 1 A •{1� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and M 10'o.c.respectively antras braced throughout their length by `#e w DATE: 3/13/2018 Ina overall structure is the responsibility rine building eeai continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). e,1"- continuous ponsi ty o g gner. 3.2a Impact bridging or lateral bracing required where shown.. 1:1 R 11 4.No load should be applied to any component until after al bracing and 4.Installation of toss is the responsibility of the respective contractor. I7 L SEQ.: K4371552 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tobeuseeinanon�rrosiveenvironment, eeai loads be applied to encomponent. and are for"dry wndibon•of use. TRANS ID: LINK g^oldy 5.Com Trus has no control over and assumes no re 6.Design assumes lull beanngatallsupponsshown.Shim orwedge if EXPIRES: 12-31-2019 pu responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so melt center March 13,2018 TP WWCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in inches. MITek USA,Int./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 27'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( O) 50 2- B-(-257) 1288 8- 3-) 0) 227 2x6 KDDF #16BTR T2 SPACED 24.0" O.C. 2- 3=(-1539) 383 8- 9-(-259) 1285 3- 9-(-448) 138 BC: 2x4 KDDF #16BTR 3- 4-)-1080) 364 9-10=(-293) 1265 9- 4=( -94) 564 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10- 7=(-293) 1268 9- 6=(-437) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1063) 337 7-11=( 0) 4 6-10=( 0) 153 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1495) 390 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIP 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 FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -189/ 1056V -97/ 102H 5.50" 1.69 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 KDDF ( 625) 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" Unbalanced live loads have been MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" considered for this design. MAX LL DEFL = -0.041" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL = -0.070" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL = 0.033" 9 25'- 8.8" Design conforms to main windforce-resisting 13-00 13-08 system and components and cladding criteria. '1 ' 1' Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11 5-01 2-00 3-01 10-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 10 1 1' 1' 1 load duration factor=l.6, 12 -,An5 M-4x6 12 Truss designed for wind loads 6.00 M-4x6 .. Q 6.00 in the plane of the truss only. 4 0 l M-3x9 GABLE END TRUSS ON CONTINUOUS BEARING WALL UON. REFER TO STANDARD GABLE END DETAIL FOR COMPLETE M-3 x 9 SPECIFICATIONS. 3 • M-3x9 m M M-3x4 M-1.5x3 90.25" M-115x3 11 l 0M-3x4 0 M-5x8(S) y y y J• y '�(5,cO P R Qp5 5-09-04 5-02-12 5-02-12 9-09-04 1, �cNGINEFR �0A_ 0-08 26-00 „......`4.1 29 9210 r- JOB NAME : POLYGON NW PLAN 7-B NH - B4 "� . Scale: 0.2379 WARNINGS: GENERAL NOTES, unlesaothenv:se noted: 0 1.Budder and erection contractor should be advised of all General Notes 1.This design is basad only upon the parameters shown and is for an individual '�� ,�OREGON �(/ Truss: B4 and Wamings before construction commences. bustling component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibilM of the building designer. Y 26` �+ 3.Marone!temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally bracotl at '••11•� is the responsibility of the erector.Additional permanent bracing of 2'u.c,and at 10'o.c.respectively unless braced throughout their length by /O 1 a /s DATE: 3/13/2018 the overall structure is the responsibility f the building deai continuous sheathing such as plywood sheathing(TC)and/or Orywell(BC). � � L�•- V1 ponsi ty o g gner. 3.2x Impact bridging or lateral bracing required where shown.. SEQ.: K4 3 715 5 3 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used In a non-conosive environment, TRANS I D• LINK design mads be applied to any component. and are for'dry condition.of use. 5.CompuTruc has no control over and assumes no responsibility for the necessary.6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 • ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 1 3,201 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 TPIIWTCA 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)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2-10=(-265) 1599 10- 3=) 0) 228 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1B86) 374 10-11=(-267) 1591 3-11=( -378) 112 WEBS: 2x9 KDDF STAND 3- 4=(-1979) 366 11-12=(-176) 1308 4-11=( -79) 76 LOADING 4- 5=(-1343) 365 12-13=(-441) 2628 4-12=) -189) 147 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 352 13- 8=(-619) 2784 5-12=( -212) 953 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2946) 596 12- 6=(-1726) 397 TOTAL LOAD = 42.0 POE 7- 8=(-3145) 719 6-13=) -193) 1428 OVERHANGS: 8.0" 8.0" 8- 9=( 0) 33 13- 7=( -108) 176 LL = 25 PIE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -166/ 116BV -131/ 131H 5.50" 1.87 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 26'- 0.0" -166/ 116BV 0/ OH 5.50" 1.87 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 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'- -6.0" Allowed = 0.089" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.254" MAX TL DEFL = -0.280" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.000" @ 26'- 8.0" Allowed = 0.067" 13-00 13-00 MAX TL DEFL = -0.001" @ 26'- 8.0" Allowed = 0.089" ,r f {I` SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-02-12 9-08-04 3-01 4-07 9-00-05 9-09-11 MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 'I '1 1 '' 1 1' I MAX HORIZ. TL DEFL = 0.162" 0 25'- 6.5" 12 12 6.00 M-4x6 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 A`-,( Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=1.6, Truss designed for wind loads r` M-3x6 in the plane of the truss only. M-3x9 3 M-1.5x3 7 ee 13 ,� M-5x6 =M-9x9 o 12 0 1 9 M-3x104 0 10 11 e o o M-3x4 M-1.5x3 M-5x10 to .. 13.00 3.00 1I 12 12 .1' 1 1 1 1 1 5-01 4-10 3-01 9-08-12 8-03-09 0-08 -11 1 1 7-09-12 8-03-04 y 08 �Cj' G SFR `r>0 26-00 ,,,_•44.1 ....c- 89200PE �T'r JOB NAME : POLYGON NW PLAN 7-B NH - B2 � . Scale: 0.2259 WARNINGS: GENERAL NOTES, unless otherwise noted: O Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -y OREGON Truss: B2 and Waminga before contraction commences. building component.Applicability of design parameters and proper s� �( 2.2x4 compression web bracing must be installed where shown v, 441 incorporation of component is the responsibility of the building designer. G� �9A� �O\u�'` 3.Additional temporary bracing(o insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al .7'C4' 4 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.ow respectively unless braced throughout(heir length by //.� -T`f DATE: 3/13/2018 the overall structure is the responsibility of the building desi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /lie,R Rio,.�� eponsi ty g gner. 3.2x Impact bridging or lateral bracing required where shown 4 x SEQ.: K4 3 715 5 4 4.No load should be applied to any component until alter al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK designloads be applied to any component. end are asor sumCryes r.di Condition" use. S.CompuTrushas nocontrol over and assumes noresponsibiNyter the 6.Design ssumesNllbeedngeeallsuppodsshown.Shimorwetlgeif EXPIRES: 12-31-2019 ry fabrication,handIWg,shipment and installation of components. 7.Desgn assumes adequate drainage is provided. S.This design is fumished subject to the limitations set font,by 9.Plates shall be looted on both laces of truss,end placed so their center March 13,2018 TPI/W1CA in BCSI,copies of which will be furnished upon request. lines coincide with join(center lines. MiTek USA,Inc./Com uTrus Software 7.6.8(1 L E A Digits sic con size of laked in inches. P } 1.For baskcate surer plate tl in incvalues see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2-10=(-251) 89 10- 3=( -14) 170 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -69) 347 10-11=(-256) 88 3-11=( -470) 167 WEBS: 2x4 KDDF STAND 3- 4=(-146) 779 11-12=(-682) 251 4-11=(-1145) 246 LOADING 4- 5=( -74) 220 12-13=( -48) 469 4-12=( -95) 806 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -85) 246 13- 8=(-241) 848 5-12=( -361) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-565) 90 12- 6=( -765) 194 TOTAL LOAD = 42.0 PSF 7- 8=(-980) 274 6-13=( 0) 450 OVERHANGS: 8.0" 8.0" 8- 9=( 0) 33 13- 7=( -346) 227 LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -40/ 163V -131/ 132H 119.00" 0.26 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5'- 1.0" -74/ 111V 0/ OH 119.00" 0.18 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -91/ 568V 0/ OH 5.50" 0.91 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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" 13-00 13-00 MAX LL DEFL = -0.036" @ 21'- 8.1" Allowed = 0.781" MAX TL DEFL = -0.055" @ 17'- 8.8" Allowed = 1.042" 1' 1' 1' MAX LL DEFL = 0.000" @ 26'- 8.0" Allowed = 0.067" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX TL DEFL = -0.001" @ 26'- 8.0" Allowed = 0.089" 1' '1' 1' ' 'f ' ' SEASONED LUMBER IN DRY SERVICE CONDITIONS TIM-4x4 MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" M-1.5x4 MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" 4.0" M-3xE5 .h_I M-3x5 M-3x5 y M-1.5x9 Design conforms to main windforce-resisting M-3x9 `�- system and components and cladding criteria. M-3x5 M-3X4 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, w Truss designed for wind loads M-3X6 in the plane of the truss only. a M-1.5x3 M-2.5x4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outlookers. 2x4 let-ins 61 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. �� M-5x6 M-3X4 outlookers must be cut with care and are o 12 o permissible at inlet board areas only. a, 1 +� ,,..mg ill, M-3x8 .+. • o l0 11 B to M-1.5x3 M-5x10 0 M-3x4 .3.00 3.00 l - 12 12 1 1 1 1 1 9-11 3-01 4-08-12 8-03-04 0-08 9-11 1 7-09-12 1 8-03-04 0J.-0J8 ..J.:6 6,- G EFCss/o 1 26-00 1 ;tti � R 2 :9210P rr JOB NAME : POLYGON NW PLAN 7-B NH - B1 . : . .4,... � + Scale: 0.2259 WARNINGS: GENERAL NOTES, unless otherwise noted'. 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual 74. 47 OREGON R /,',!-/ TrussTruss: : B 1 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2a4 compression web bracing must be Metalled where shown♦. incorporation of component is the responcibilil8 of the building designer. 2.O �4 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at i0 X1 y y 4 is the responsibility of the erector.Additional permanent bracing of 2coo.c.andat 0.0.respectively uplywnless braced throughout their length by s DATE: 3/13/2018 the overall structure is the responsibility f the building continuous sheathing h s acing a uir a where s and/or tlrywell(BC). 41 R �� p ty o 9 designer. 3.2a Impact bridging or lateral bracing required where shown e v („ SEQ.: K4 3 715 5 5 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry contlftion''of use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 6.Design assumes Nllbeefingetagsuppodsshown.Shim arwedge i( EXPIRES: 12-31-2019 fabrication,handling, ry edismencao theiinstallation et loCh by 7.Designassumesbe on emhifage is trusseMarch 13,2018 8.This design is furnished subject to limitations set forth by B.Plates shat be located on both feces of Imes,and placed so their center TP WItTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digitsindi:te size of plate in inches. MITek USA,InOJCompuTrus 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" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2- 8=(-237) 1261 3- 8=1-311) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-1504) 340 8- 9=(-103) 839 8- 4=1-110) 492 WEBS: 2x4 KDDF STAND 3- 4=1-1318) 345 9- 6=1-256) 1261 4- 9=1-110) 492 LOADING 4- 5=1-1318) 395 9- 5=1-311) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1509) 390 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 33 TOTAL LOAD = 42.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PIP Ground Snow (Pg) BEARING MAX VERT MAX HORS 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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" @ 19'- 5.8" Allowed = 1.059" MAX TL DEFL = -0.073" @ 19'- 5.8" Allowed = 1.906" 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 1 1' 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting f f 1' .f -{ system and components and cladding criteria. 12 12 6.00 M-4x6 .. 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 ,(-x( Truss designed for wind loads gin the plane of the truss only. ::" M-1.5x3 M-1.5x3 3 M rh O a 8 9 ± o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 ).• l b Al' 7-06-03 6-11-11 7-06-03 b 10-00 1 12-00 <‹. PROFF`rd' o-oe 22-00 0 oe ANG►NEF� �O� 4t :9210P yr JOB NAME : POLYGON NW PLAN 7-B NH - C2 �� -, Scale: 0.2529 WARNINGS: GENERAL NOTES, unless otherwise notedfl 1.Builder and erection contractor should be advised of an General Notes 1.This design N based only upon the parameters shown and is for an individual 7, 4,OREGON �� Truss: C2 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.Dt4 compression web bracing must De installed where shown+. inwrporetbn of component is the responsibility of the building designer. / LI 1' ,1 2O� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be ly braced al O 7/ '14, f is the responsibility of the erector.Additional permanent bracing of T o.c.and at 18 o.c,respeciively unless braced throughout their length by / 3/13/2018 the overall structure is Me responsibility of the building designer. continuous sheathing such as plywoosheathing(TC)and/or drywall(BC). M fl R 10- DATE: (1,,,,‘:, Po tY g3.2x Impact bridging lateral braving required where shown•• SEQ.: K4 3 715 5 6 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes Musses are to be used in a noncorrosive environment, TRANS ID' LINK design bads beappeedtoany component. and arerordryconeb ofuae. 5.CompuTms hes no control over and assumes no responsibility for the 6.De sii sse ssumes full bearing at all supports shown.Shim or wedge n EXPIRES: 12-31-2019 ry fa adesign is shipment and installation of components. 7.Design assumes adequate drainage is provided. March 13,2018 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 TPVWTCA in BCSI,copies of which win be furnished upon request. Ines coincide with joint center lines. 9.Diggs indicate s¢e of plate in inches. MITek USA,IRC./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(Mack) 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: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 33 2- 8=(-237) 1261 3- 8=(-311) 219 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1504) 340 8- 9=(-103) 834 8- 4=(-110) 492 3- 4=(-1318) 345 9- 6=(-256) 1261 4- 9=)-110) 492 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-1318) 395 9- 5=(-311) 1 9 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=1 0) 33 TOTAL LOAD= 42.0 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 LOPS£LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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" @ 14'- 5.8" Allowed = 1.054" MAX TL DEFL = -0.073" @ 14'- 5.8" 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" 5-09-04 5-02-12 5-02-12 5-09-09 Design conforms to main windforce-resisting T ' . f system and components and cladding criteria. 12 12 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 "::j6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.0" load duration factor=l.6, 4 ,f( Truss designed for wind loads Duin the plane of the truss only. M-1.5x3 M-1.5x3 3 M r O O + �I c � 1 ./� + 4,-• may' ' 8 9 I o M-3x4 M-3x4 M-3x5(S) M-3x9 M-3x4 o 1 y y l 7-06-03 6-11-11 7-06-03 y l y < o PR OFF 10-00 12-00 ), ,I' \�� 0NGINE,r, 0 j0 y y 0-08 22-00 o-oa C?Q :9200PE 1.--- JOB JOB NAME : POLYGON NW PLAN 7-B NH - C4 `'.' Scale: 0.2529 /` • `I 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 OREGON o Truss: C4 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 le the responsibility of the building designer. GAO 41 OREGON t�. ^O` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at I •G a?, 2'ox.and at 10'o.c.respectively unless braced throughout their length by 14a (]�^ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)antllor drywall(BC). \ �•/ DATE: 3/13/2018 the overall structure is the responsibility of the building designer. 3.Z.Impact bridging or lateral bracing required where shown e e ili �R`�,{� 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K4 3 715 5 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used m a non-corrosive environment and TRANS ID' LINK design mads be applied to any component. Design assumor es hill aring use. 5.CompuTrus has no control over and assumes no responsibility bilit for the 8.Deemsmry. sNllbearingalallsupportsshown.Shimorwedged EXPIRES: 12-31-2019 aponai y ry. p • fabrication,handling,shipment and Instalation of components. 7.Design assumes adequate drainage Is provided. March .t3,2 Q.1 1 V 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 TPInMCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Int./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" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 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: 140 mph, h=l5ft, 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 REQUIREMENTS OF IBC 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 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. • 11-00 11-00 12 T 1' 6.00 c7' TIM-4x4 1z 3 Q 6.00 M O I t m c O m 0 0 M-3x5(S) o M-3x4 M-3x4 l y 10-00 12-00 . D PROFS. 0-08 _ 22-00 �<5 ��yG I N E�cR' �,02 �' :9210P T'r JOB NAME : POLYGON NW PLAN 7—B NH — Cl // Scale: 0.3909 —e ���./� WARNINGS: GENERAL NOTES, unless otherwise noted: © /c Truss: Cl 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 7G 47 OREGON to and Warnings before construction commences. building component Applicability of design parameters and proper 2.294 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. A 3.Additional temporary bracing to insure Nobility during construction 2 Design assumes the top and bottom chords to be laterally braced at -4/), n 0` 444' is me responsibility of the erector.Additional permanent bracing o! 2'o.c.and at 10 o.c.respectively unless braced throughout Meir length by O 4 a L '?'IP DATE: 3/13/2018 int overall structure Is the respomibipty of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C_ 3.In Impact bodging is lateral powing required where shownco t a ERR 1 LL SEQ.: K 4 3 715 5 8 4.No load should be applied to any component until after se bracing and 4.Installation of boas is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK deRgn loads be applied to any component and are for conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. nemssary. 8.This design is furnished subject to the limitations set forth by 8.Design assumes adequate ondrainage is truss,andd. arch 13,201 8 8.Plates shat be located on both laces of truss,and placetl so their center TPI/MCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Ina./ComipuTlus Software 7.6.8(1 L)-E to.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 22'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 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. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=15ft, 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 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. 11-00 11-00 1 T 1' • 6.00 I(M-4x4 Q 6.00 3 •R °1°1:1lHilliHIH°lliiklhIIIIIIIIIIIIIIIII_ 1:1 M o I 1 o M-3x5(S) O M-3x4 M-3x9 1 i' y b 10-00 12-00 PROF& 0-08 22-00 \c-c(<- 1:1 NGINEF 'Y* g 0......"</ :9200PE <' JOB NAME : POLYGON NW PLAN 7—B NH — C3 Scale: 0.3909 ����. ` ___. WARNINGS: GENERAL NOTES, unless otherwise noted: tn I.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, OREGON <0 Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper1 2.2s4 compression web bredng must be instated where shown.. incorporation of component is the responsibility of the building designer. � '.4�'' 2. (...2, l� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateraly braced at yd is the halt mibiliry of the erector.Additional permanent bracing of T o.c.and at 18•o.c.respectively unless braced throughout their length by t T{s 1 DATE: 3/13/2018 the overall structure is the reresponsibility of the building designer. continuoussheathingor wchesavig rsheel whereshownor tlrywall(BC). � RR1s+� spore Ry 9 g 3.co Impact bsheath or lsuch braving plywood sheathing(TC) required where)and r d SEQ.: K4 3 715 5 9 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 lime should any bads 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. andareo dry condition"oruse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necess• fabncation,handling.shipment and instalationatcomponents. 7.Design ssumesadequate drainage isprovided. March 13,2018 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 TPNMCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For bask connector plate design values see ESR-7311,ESR-19e8(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1-29) 14 1-3=10) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 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 = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 9'- 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) 9.00 D 14000111111 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:9,3,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 = 0.279" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" d Design conforms to main windforce-resisting system and components and cladding criteria. ir Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, Truss designed for wind loads l in the plane of the truss only. 0 ti Lc / 1 1 M O 1 o 4�\ 3:>.<1. M-3x8 1 1 3-00 1 4-00 1 N`.:S°'ND P FFes/O �' :9200 P E 1' JOB NAME : POLYGON NW PLAN 7-B NH - D2 Scale: 0.9259 '��• � �. • WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran individual -7, 4,OREGON Iv. �4, Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper Ys 2.2a4 compression web bracing must be instalNtl where shown 4. incorporation of component is the responsibility of the building designer. 1' Z�� �� i 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <0 1r j 1 is the responsibility of the erector Additional permanent bracing of 7 o.c.and at 10 o.c.respectively unless braced throughout their length by �f Y t DATE: 3/13/2018 the overall structure Is the responsibility f the building continuous sheathing such as plywood aired n ere s and/or drywall(BC). R R I�� aponai N o 9 designer. 3.2x Impact bridging or lateral bracing required where shown.. („ SEQ.: K4 3 715 6 0 4.No bad should be applied to any component until after all baying and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component and are for"dryconeitian'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Dee�lgn assumes full bearing et all supports shown.Shim or wedge g EXPIRES: 12-31-2419 fabrication,handling,shi sarym pment and installation of components. 7.Design assumes adequate drainage is provided. March 13,201$ 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 TPI/WICA in 13C51,coplea of which will be furnished 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 10.For bask 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 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=(-51) 28 1-4=)-35) 32 2-4=(-99) 81 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2X4 ROOF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 4.0" Allowed = 0.159" 3-00 MAX TC PANEL TL DEFL = -0.004" @ 2'- 5.2" Allowed = 0.239" f __ f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 4.00 D MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, 3 -I Truss designed for wind loads 2 in the plane of the truss only. m N 1 r O N N lit I 101j. m M O l0 5�C 4 M-3x8 M-1.5x3 II' l 3-00 l J. 9-00 ��\\V PROF6.s �� �NGINEF9 s�0 :9200PE I.. JOB NAME : POLYGON NW PLAN 7-B NH - D1 - � � Scale: 0.6335 ` WARNINGS: GENERAL NOTES, units 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 © OREGON � Truss: D1 and Wamin before construction commences. budding component.Applicability of design parameters and proper A , 4/ 2.rand compression web bracing must be indatled where shown+, incorporation of component is the responWbilily of the building designer. �/ Ll 2O`� y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom chords to be l tegh braced at 7 "1{.. is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at f O o.c.respectively unless braced throughout their length by f DATE: 3/13/2018 tee overall structure is me responsibilityor the boibb ae r. continuous sheathing such as plywood sheathing(TC)and/or drywen(Sc). ��� �` g signs 3.2x Impact bridging lateral bracing required where shown++ t� SEQ.: K4371561 4.No ball should be applied to any component until after all bracing and 4.Installation or truss is the respondbooty or the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry conditionuse. " 5.CompuTrus has no control over and assumes no responsibility for the e 6.Den neswmeafull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 watY. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March l 1 3,2018 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 furnished upon request. lines coincide with joint center tines. 9.Digits indicate sac 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-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 24 2-5=(-49) 64 3-5=(-265) 185 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-105) 87 WEBS: 2x9 KDDF STAND 3-9=( -13) 6 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -52/ 422V -32/ 93H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -91/ 399V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = -0.293" @ 3'- 11.9" Allowed = 0.464" MAX TC PANEL TL DEFL = -0.250" @ 3'- 11.9" Allowed = 0.696" 7-06-12 0-07-04SEASONED LUMBER IN DRY SERVICE CONDITIONS ` MAX HORIZ. LL DEFL = 0.001" @ 7'- 6.8" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 6.8" 9.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, to X orgllIllillIlli.IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII.IIIIIIIIIIIIIIIIIIIIIIIIIIIIIl End vertical(s) are exposed to wind, rn Truss designed for wind loads in the plane of the truss only. 0 0 0 1 m M o M-3x4 M-1.5x3 1 1 , 7-06-12 0-07-04 1 1 1 0-08 8-02 �RE° PROFs o,`- 0.GNFF,40/0 2 4� 89200PE 1- JOB NAME : POLYGON NW PLAN 7-B NH - E2 � . Scale: 0.5535 WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 1.Builder and e rection contractor should be advised of all General Notes 1.This design la based only upon the parameters Mown and is for an individual -f7L OREGON a., �4/ Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper N 2.204 compression web bracing must be installed where shown+. incorporation of component lathe resporKlbilrty ohne building designer. 2. ' = 3.Additional temporary biasing to insure stability during construct 2.Design assumes me top and bottom chords to be lateraIN braced at Y '•r is Me responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.respectively unless braced throughout their length by /O •-T f /s continuous streaming such as plywood meed here s and/or drywall(BC). MER RIO- "v" DATE: 3/13/2018 the overall structure is the responsibilty of the building designer. 3.2s Impact bridging or lateral bracing required where Mown++ C SEQ.: 8(43715 62 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied m any component. and are for condition"or use. • 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes loll bearing a1 all supports shown.Shim or wedge it EXPIRES: 12-31-2019 fabrication,handling,shipment and instalation of components. ry. T.Pltesa allbelatledoaneothifageio truss, March 13,2018 6.This design la furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIAN1CA in BCSI,copies of which will be furnished upon request. lines coincide with loin center lines. 9.Digits indicate size 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-1986(MRek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 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 lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12 9.00 17 3 —, O I O rn N t1 M-3x4 l 1 0-08 8-02 ���EO PROF-ss ��� �NO�NFF� /o2�r' 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - El Scale: 0.6660 Z WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes I.This design s based only upon the parameters shown and is for an individual OREGON w Cr Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper �G a 2.2x4 compresakn web bracing must be installed where shown*. incorporation of component is the respollsibil8y of the building designer. �Q ,,,/}., 2 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 14 V is the responstbBiry of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unkss braced throughout Meir length by a (]� DATE: 3/13/2018 the overall structure is the responsibility of desi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). j� { ` �J aponsi Ry o g designer. 3.24 Impact bridging or lateral bracing required where shown++ R 1�� SEQ.: K4 3 715 6 3 4.No load should be applied to any component until after all bracing and 6 Installation of trussisthe responsibility sibbe illi used the ra:Pectke eetrraconrmenl, fasteners are complete and at no time should any loads greater than tin assumes and are for"dry condition"of use. design loads be applied to any component. TRANS ID: LINK s.comvarraahaanacomraorerandaaaumeanoreaponeibaryrorme 6.Design assumes hill bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation limit of components. T. ign assumes adequate drainage is provided. March 1 3,201 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 TPVWTCA in SCSI,capes of which will be furnahed 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 I LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 24 2-5=(-31) 33 3-5=(-172) 133 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-70) 48 WEBS: 2x4 KDDF STAND 3-4=(-13) 6 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -44/ 305V -19/ 59H 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -27/ 226V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.026" @ 2'- 8.2" Allowed = 0.259" MAX TC PANEL TL DEFL = -0.029" @ 2'- 6.4" Allowed = 0.388" 4-07-12 0-07-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS ` f T 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 7.8" 4.00 p MAX HORIZ. TL DEFL = 0.000" @ 4'- 7.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1,5x3 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, 3 End verticals) are exposed to wind, Truss designed for wind loads 1-( in the plane of the truss only. LI, t 0 0 N Lo til M O O M-3x4 M-1.5x3 l , y 4-07-12 0-07-04 l J' '' 0-08 5-03 <c,,p'E° PR°pFs w(\� tiNG 1 N�FAi s/(� :9200PE 9C JOB NAME : POLYGON NW PLAN 7-B NH - E3 • - Scale: 0.5992 WARNINGS: GENERAL NOTES, unless otherwise noted: Q Ct. 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 �/ ,if OREGON �, ito` Truss: E3 and Warnings before construction commences. building component.Applicability of designparameters and G' aereDe proper 2.204 compression web bracing mull be instated where shown+. incorporation of component is the responsibility f the building designer. A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom charts to be laterally braced at �O -7 r 7 A O �� is the responsibility of the erector.Additional permanent bracing of T continuous and at 10'o.c.respectivelyplywood unless Graced throughout their length by s (� w DATE: 3/13/2018 the overall structure is the responsibility f me building sheathing such as sheathing(TC)and/or drywall(BC). {Vh sponsi tyo designer. 3.l20 nImpactbntlginBorlateralbredrgrequiredwhereshown++ 4,1 .R RIO_ SEQ.: K 4 3 715 6 4 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 al no time should any loads greater then 5.Design assumes trusses are to be used in a non.00rroslve environment, TRANS ID: LINK design baits be applied to any component. and are for tlry condition"of use. 5.CompuTmshas nocontrol over and assumes noresponsibiloyfor the 0.Design assumes full bearing etall supports shown.Shim orwedge S EXPIRES:p12-31-2019 necesfabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. March 3 20.1 I O B.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 TPVWTCA in BM,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate SOC of plate in inches. Mick USA,IntJColnpuTres Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-t988(MRek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 5'— 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTA 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)tin( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, 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 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. 9.00 ..AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. u-, I o0 N N t M-3x9 Ir l ), 0-08 5-03 '`<- 1) PF41%1 ct" :9200PE r JOB NAME : POLYGON NW PLAN 7—B NH — E4 -4 4� �. Scale: 0.7932 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 -q7 OREGON -,4./ Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper 7� tis f z.N4 compression b bred W be in Waled where shown•, inwrporatbn of component is the responsibility of the building designer. A t' 20\ pression we ng mu 2.Design assumes me top and bottom chords to be laterally braced at < +j 3.Additional temporary bracing to insure stability during construction 2•o.c.and at ttl o.c.respectively unless braced throughout Meir length by O 1 s Q- isMeresponsibilityoftheerector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !� DATE: 3/13/2018 the overall structure is the responWbify of the building designer. 3.2rr Impact bridging or lateral bracing required where shown++ MER R � SEQ.: K4 3 715 6 5 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 end at no time should any beds greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. • TRANS ID: LINK 5.CompuTr has nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. March 13,2018 8.This design is furnished subject to the limitations set forth by 8.Plates steal be located on both faces of truss,and placed so their center TPIIWrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. a MiTek USA,InCJCOI11pulros Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes • PLATE LOCATION AND ORIENTATION I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/4.. Center plate on joint unless x,y p y offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. ipioi, 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. 0 _7/16 „ 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves ❑ may require bracing,or alternative Tor I _ .. ❑ bracing should be considered. I O = 3. Never exceed the design loading shown and never 0.10 61PEllite � O stack mater als on inadequately braced trusses. 0 H p 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0- ',/'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 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 //� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS 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. 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. iii=I0 reaction section indicates joint 17.Install and load verticallyunless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 1=1=1warm ,k; 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with Industry Standards: ANSI/TP11: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MI is not sufficient. BCSI: Building Component Safety Information, I%JIl i Te k 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIITPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013