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Plans 19.2-44 St, fie. N1ST20161-00206 REQ VED FEB 0 6 2019 CITY Oh IGARD lvi iTe k® 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. 4%<(- c PRQppss � �NG02 INEF / 9 89782PE <' q,L OREGON 179 <1AIRY ir PAUL PYJ • 9••• S P 1 E v,,��• August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264 UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS 1 1-0-0 1 RS-6 1 1 1-2-0 1 [4.7.,5_1 Scale=1:25.0 1.5x3 ll 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 i V' 141%10%14..—4.000" Nis,—/ 111141\ _ r\ r N / '\ 9 ry o o ' o o e ' e .. 24. 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 Il 3x5= 3x5= 3x5= I 7-0-14 17-7-14 18.2-14 1 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-8 Plate Offsets(X.Y)— j8:0-1-8,Edgej,[19:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Ina NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp-/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=1991/0,11-12=-1991/0,12-13=1193/0,13-14=1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard <(.. 5) PROF6-0 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �5 ei NE 0.0 /7 Uniform Loads(plf) 2 . Vert:16-24=-8,1-1s=6o '� 8 82 P E r' Concentrated Loads(Ib) Vert:2=-674(F) 9 OREGON �,••• "7'i9 'IRVi5 ;F<ZT EXPIRES: 12/31/2016 August 7,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02.116/2015 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/Mil Qualty 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 Citn,5 Hai0hrq CA sn61 n 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 I I 0-10-8 I I 2-6-0 I Scale:1/2"=1' 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 34x4= 4 5 6 7 8 N a s�.. o- . e 1 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 1 13-8-4 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)— [2:0-1-8,Edge],[3:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. m-7`5 0.4 N *R /029 :8`.782PE 1l • �i^7 OREGON o's<"Q` 1,9 �4RYtis . 4f !PAUL - EXPIRES:112/31/201' August 7,2015 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02/10/2015 BEFORE USE. rt �� Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Caine H>i0htc('A 95A1n 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-?nyxAbZWyUc51WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ I 2-6-0 I1 1 1-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 II 304= 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 i :" IIIIIIIIP--11—.4111111111111111111111111111111111111e N iiiii1 14 o- o s o e 13 12 11 10 3x4= 3x6 =1.5x3 I I 1.5x3 H 3x6 = 3x4= 1 5-10-2 16-5-2 17-0-2 I 13-1-8 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y'i— [4:0-1-8.Edge].[5:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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 IBC2012ITPI2007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ., <<('C <(Ep PROFFss fir_ SN I NEER /02 89782PE r' • -7 OREGON o^<O "7,9 �''9piyi52 ,Qe kPAUL 0 'EXPIRES:'12,31 7201.6 August 7,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 8111-7473 rev.02/18/2015 BEFORE USE. a.... Design valid for use only with heck 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/TPII 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 r:itnic Height<CA A5e10 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 I 2-6-0 I 1 1-8-6 I I 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 e o i _ iii110111.1.1.1.111111.11.111.111.1 111111111111114111111101111 41°/°°°- — — N q�n7, eo e e e 14'] 13 12 11 10 .' 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= I 7-0-14 17-7-1418-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.YI— [4:0-1-8.Edgel.[5:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-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. .`��E[j PR 0FFSo' �rN �taGl GINS . /Cap 82PE r- s,57 OREGON O*h Q' EXPIRES: 12/31/2018 August 7,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 M net('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 SCSI Bending Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 (:kers He Pubc rA 45ri1n Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT 19JyEJXy1hJmpVygBiP I 2-0-10 I I 1-2-0 I I D-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 304= 1.5x3 II 1 2 3 3x4= 4 5 6 • • • o q — /� o N o- • c e 1 10 9 8 `` 1.5x3 I I 1.5x3 I I 3x6 = \\ 3x4= 3x4= I 2-3-101 2-10-10 13-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8,Edge],[3:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft 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 lncr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 'Sc�EO.PROF) �$' GIN�F/9 l0 2 k 89782PE r' • i►• -7 •REGON r O AUL 1 . EXPIRES:'12/31/201'6 August 7,2015 t Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02/16/2015 BEFORE USE. �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 (.itnte Heighte CA exetn Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamU5spGpReg3G?e203vZYjzhM5FL3JLyygBiO 1 2-6-0 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 1 1 1-2-0 1 1 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 11 3x5= 1.5x3 11 1.5x3 II 3x4= 1.5x3 ll 3x4 = 1.5x3 11 3x6= 1.5x3 H 1 2 3 4 5 6 7 8 9 10 m / V o N O tr e O O O O 1 iiii, 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 11 3x5= 3x4=- 12-10-12 12-10-12 1 4-10-12 15-5-12 16-0-12 1 11-8-12 12-3-121 I 15-11-12 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— 17:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8.Ectge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 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 lncr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012frP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� �c O PR Oppss • k 89782PE r ,/.—.. . AINIIP. . . aim $•92 OREGON oh Q" "9,9 Axl rqy 15 _4 k AA U L R\ EXPIRES:.12131/20145 /20145 August 7,2015 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. =MN Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1• 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/1911 Quality Cttterla,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 Hnightc CA 85610 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guzOgOnnEBGYKrz?RiD8EU?ottOygBiN 1-9-14 I I 1-2-0 I I 0-8-14 I I 2-6-0 I Scale=1:17.6 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 sr e1 e- 0 N � o e-- e 11 10 9 8 A 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = 2-0-14 12-7-14 I 3-2-14 I 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X,Y)— [2:0-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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. Strong backs to be attached to walls at their outer ends or restrained by other means. •00PRQp Sc`5 �NE'aINEE"I /9 2 k 89782PE r -Aid/• Xi , 57 •REGON o, 1- �qRY i5 2 l�,Q . PAUL 0 EXPIRES: 2/31/2016 August 7,2015 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE IL11 rev.02/18/2015 BEFORE USE. a- 1.7473 . 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 M'Teleerector.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/1811 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 nitrite.Hrightc CA Q5A10 Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264 UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGN FRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 I I 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 I I 1-2-0 110-8-8 I Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x4= 1.5x3 II 1 2 3 4 5 6 7 B 9 10 e iv 0 N e _ i e e e e 1 16 15 14 13 12 1 3x4 = 3x4= 3x4 = 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 [551216-0-121 11-8-12 12-3-121 I 16-0J4 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,Edgej.(16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 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 her 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. (lb)-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. NcoN NGIN - 0i0 skiCo• 2-y 89782PE r it IIII -9,L •REGON o' 1r 99k �'+4UL ,,,-.4 ,,�P EXPIRES: 12/31/2016 August 7,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 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. �p Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:itruc Hri4ht‘X.A 55614 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-MIIgEJcfn0EO7HADVCgiGheXZnbxA2zXyJH_yHygBiL I 2-6-0 I 2-1-12 I I 1-2-0 110-9-6 1 2-3-0 I I 2-3-0 1 1 1-2-0 1 21 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e • _ e o/4144444444444444t - _ o _ e • N e \ O/ e e e e e 1 16 15 14 13 12 i 3x4 = 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4= 12-10-12 I 4-10-12 I5-5-12 p-0-12 1 11-8-12 12-3-121 I 16-2-8 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(nil— [7:0-1-8.Edge].[12:0-1-8,Edge],[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(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 IBC20121TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-2402/0,4-5=-2402/0,5-6=-2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <.,it P ROp 5 NGINEF ��� R o29 8"782PE <' t , :;e • - 94'4,C31 EGON 0�Q y94 y ,�5 2�Q. kPAUL rl: EX#'[RES:'1 /31/2016 August 7,2015 I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF ' 7473 rev.02/16/2015 BEFORE USE. �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Bolding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 citrus Heights r.A 6-610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) offsets are indicated. I I Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS O_777�, 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves IUM 1611 WEBS may require bracing,or alternative Tor I 3 _ 4 bracing should be considered. l_� �� 0 3. Neverckexceedtthe designadloading and never stack materials on inadequately braced trusses. F- O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 c6-7 - i— designer,erection supervisor,property owner and plates 0 ''u' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND E SBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. S. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 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. ■=E reaction section indicates joint 17.Install and load vertically where bearings occur. unless indicated otherwise. Min size shown is for crushing only. I•�� 18.Use ofseen or treated lumber may y pose unacceptable _� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI l: 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, Fk/1 Ilproject engineer before use. e Ic� 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 * mT 'ci ED FEB 0 6 2019 M® 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. '<(;�ti0 P OFFss `r 89200PE r 4,OREGON�� �/ciQ <O lk 14, 20 Q�- RRIL-k- K~ . '..� �• -Qom",', - I 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 LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ' TC: 2x9 KDDF H1&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"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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=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. l8-1x2 or equal typical at stud Verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-03-04 8-03-04 T 1' f • 12 12 6.00 17' IIM-9x4 Q 6.00 3 011 PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED SCSI, 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. co 4 M O -,0 I a Pw-o �oI / ///////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////// // I 0 0 M-3x9 M-3x4 y0-08 y 16-06-08 �dt© P40A. \ 92001E < JOB NAME : POLYGON NW PLAN 7-B NH - Al111141,". , Scale: 0.4856 = - ' : WARNINGS: GENERAL NOTES, unless otherwise noted' O C 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is Br an Individual +�'� (�/`� Truss: Al and Wemin before construction commences. building component.Applicability f designparameters and l OREGON �/ gs PP h o oftproper �a. ` 2.2x4 compression web bracing must be instated where shown 5. Incorporation of component Is the responsibility the building designer. �" K 3.Additional temporary bracing to Insure stability during cencbuction 2.Design assumes the top and bottom chords to be laterally braced al l/\ �Y 14 2. is the rasponsibiliry of the erector.Additional permanent bracing of 2'o.c.and at 1O o.c.respectively unless braced throughout their length by �/ "F v DATE: 3/13/2018 the overall structure is the responsibility of the braiding designer. continuous sheathingdging such es plywood required a end/or tlrywall(BC). 3.2a Impact bridging or lateral bracing required where shown.. ql$A n C�10-• SEQ.: K4 3 715 5 0 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. fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used in a noncorrosive environment v TRANS I D• LINK design loads be eppted to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes noresponsibility hrthe 5.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necemry. fabrication,handling,shipment end 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 shall be located on both faces of truss,and pieced so their center TPVWTCA in SCSI,copies of which will be fumlahed upon request. lines coincide with joint anter lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(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: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2- 8=(-404) 1540 3- 8=(-326) 305 " BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1751) 494 8- 6=(-43B) 1540 8- 4=(-132) 934 WEBS: 2x4 KDDF STAND 3- 4=(-1351) 279 8- 5=(-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=( 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 "o0 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 = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL DEFL = -0.119" @ 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 8-03-04 8-03-04 ` 'f 'f 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" f T 4 T 4 12 12 Design conforms to main windforce-resisting 6.00 M-9X6 ':16.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 'L''{ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, di Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 S M-5x8 M-3x9 M-3x9 co rn I of 2 - b of 0 0 a 3.00 3.00 Cow- 12 ..12 12 0-08 8-03-04 y 8-03-04 0-08 ��, 0 D PRQ ,9 16-06-08 ��N°J �NG�N '�� c15, Sr0 9,2.0 P• f JOB NAME : POLYGON NW PLAN 7-B NH - A2 --- �' Scale: 0.3356 R. +^"^''� WARNINGS: GENERAL NOTES, unless otherwise noted: ECC 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is or an Individual Q .74)' OREGON *. Jo Truss: A2 and Warningsbefore construction commences. building component.Applicability of design parameters and proper l V 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. ,v !f O" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced al /Q -7 Y 14 �>, Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10 o.c.respectNely unless braced throughout their length by `f continuous sheathing such l b plywood e iwhere a and/or drywell(BC). Mt_R R I Lt- DATE: 3/13/2018 the overall structure Is the responsibility of the budding designer. 3.2s Impact bridging or lateral bracing required where shown++ /\�• '' SEQ.: K4 3 715 51 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respecl&e contractor. • fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied b any component. and an for"dry condition'of use. S.CompuTms hes no control over end assumes no responslblllty for the 8.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, ssery. shipment and installation of components. 7.Design assumes adequate drainage is provided. March 13,2018 8.Thle 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 SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc-/CompuTrus Software 7,6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 Weft) 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- 8=(-282) 1528 3- 8=(-383) 257 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1813) 404 8- 9=(-124) 1001 8- 4=(-127) 639 WEBS: 2x4 KDDF STAND 3- 4=(-1590) 408 9- 6=(-301) 1528 4- 9=(-127) 640 LOADING 4- 5=(-1590) 408 9- 5=(-383) 257 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 404 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 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) 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 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.063" @ 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'- B.O. 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 = 0.043" @ 25'- 6.5" 1" T T 6-09-04 6-02-12 6-02-12 6-09-04 1' .f 1 'r 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 ,r'- load duration factor=l.6, dl y Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 M M 0 0 8 9 6 to M-3x4 M-3x4 M-3x4 M-3x4 to M-3x5(S) b I b I 8-10-03 8-03-11 8-10-03 � OPROE y 10-00 y 16-00 y c ' G'Nt+� 6'0,/ /� b b 8 Crt-�� C ,CT -v 0-08 26-00 0-08 89200PE r JOB NAME : POLYGON NW PLAN 7-B NH - B3 scale: 0.2259 _ as WARNINGS: GENERAL NOTES, unless otherwise rated: 1.Builder and erection contractor should be advised at all General Notes 1.This design is based only upon the parameters shown and Is for en indivlduel /4,OREGON �L(/� Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.230 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the top and bottom chorda to be laterally braced at /O 7^ 20 �"�`* Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Y' y DATE: 3/13/2018 the overall structure is the responsibility of building designer. 2y Impact sheathing or each I bracing pywgre aired w ere sown 4 arywan(BCl " 'R �� p agonal ty o 9acing3.2a Impact brlhemg or lateral plywood where shown++ SEQ. : K4 3 715 5 2 4.No lead should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes mesas are to be used In a noncorrosive environment, TRANS ID: LINK design loads be epplled to any component. and are for"dry condition"of use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 8.Design assumes full bearing atall suppodaahown.Shim orwedge lf EXPIRES: 12-31-2019 fabrication,handHry. 1.., ns shipment and tmbalon of components. 7.Design a assumes b ea aced o na drainage a is provided. M arc l 1 3,2018 8,This design Is famishes subject to the limitations set forth by S.Plates anal be located on both feces or truss,and placed w their center TPIMTCA In BCSI,copies of which will be rumished upon request. lines coincide with joint center lines. .Digits indicate eine p plate In Inches.MITek USA,Inc./Com uTms Software 7.6.8 1L-E 10 For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-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"0C. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x9 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" MAX LL DEFL = -0.091" @ 11'- 0.0" Allowed = 1.054" considered for this design. 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" @ 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), T 1' 1' 5 M-9x6 ' '1 load duration factor=l.6, 12 -/r1 12 Truss designed for wind loads 6.00 M-4x6 Q 6.00 in the plane of the truss only. 9 � 14-3x4 GABLE END TRUSS ON CONTINUOUS BEARING WALL UON. REFER TO STANDARD GABLE END DETAIL FOR COMPLETE M-3x9 SPECIFICATIONS. 3 M-3x9 A oliiiiii ••�� Iiiiiiioll • M W O O o 1 -! B 9- ,� 10 n. I M-3x4 M-1.5x3 0.25" M-1.5x31 O M-3x4 1 M-5x8(5) b i 1 b y ���ED ::::: :‘91 � s 5-09-09 5-02-12 5-02-12 9-09-04 J, ), ), ��5 �NG /©0-08 26-00 .(� �.pg,�/• 1 JOB NAME : POLYGON NW PLAN 7-B NH - B4 �/ r" Scale: 0.2379 WARNINGS: GENERAL NOTES, unlessotherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and is for an individual Q OREGON /'� Truss: B4 and Warnings before construction commences, building component.Applicability of design parameters and proper m. /��/ 2.204 compression web bracing must be installed where shown e. Incorporation of component Is the responsibility of the building designer. a""j LP �(1\� (' ` 3.Addelonal temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally braced at O -7 ' ^ V �'Y1E Is the responsibility of the erector.Additional permanent bracing of 2'n.c,and at 13 o.c,respeciNety unless braced throughout their length by //�..., 'i' ^ DATE: 3/13/2018 the overall structure le the responsibility of the building tlea continuous sheathing auch as plywood ahealhing(TC)andlor drywM1(BC). /1/ R R I O- p p ty g igner. 3.20 Impact bridging or lateral bracing required where shown+• SEQ.: K4 3 715 5 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS I D• LINK design loads be applied to any component, and are for"Ery condition'of use. 5.CompuTmehas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all suppudsshown.Shen orwedge if EXPIRES: 12-31-2019 nemfabrication,handling, hi ponan scary. s shipment elimiaion of cold b. 8.Plates etraomelctedonedramage is provided. March 13,2018 6.This design Is furnished sub)ect to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. .Digits IndcotsizeofplateinIncas. MiTek USA,Ino.iCom uTrus Software 7.6.8(it.)-Z 10. Forbasic connector pbte dign Glues see ESR-1311,ES12-1988(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 61&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2-10=(-265) 1594 10- 3=( O) 228 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1886) 374. 10-11=(-267) 1591 3-11=( -378) 112 WEBS: 2x4 KDDF STAND 3- 4=(-1479) 366 11-12=(-176) 1308 4-11=( -79) 76 LOADING 4- 5=(-1343) 365 12-13=(-441) 2628 4-12=( -184) 147 TC LATERAL SUPPORT 0= 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 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2946) 596 12- 6=(-1726) 397 TOTAL LOAD= 42.0 PSF 7- 8=(-3145) 719 6-13=( -193) 1428 OVERHANGS: 8.0" 8.0" 8- 9=( 0) 33 13- 7=( -108) 176 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -166/ 1168V -131/ 131H 5.50" 1.87 RODE ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0" -166/ 1168V 0/ OH 5.50" 1.87 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 = -0.170" @ 17'- 8.8" Allowed = 1.254" MAX TL DEFL = -0.260" @ 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'- 6.0" Allowed = 0.089" f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-02-12 4-08-04 3-01 r 4-07 4-00-05 4-04-11 MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" -1 - - f1' '1' '' MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" 12 12 6.00 M-9x6 Q 6.00 Design conforms to main windforce-resisting 9.0" system and components and cladding criteria. 5 n'-7( Windmph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration actor=l.6, Truss designed foz wind loads .... M-3x6 in the plane of the truss only. M-3x9 M-1.5x3 13 5x6 -M-9x4 ;14111111111 re r1 p cal.' 12io' p a, 1 , s Mel M-3x10 a, 10 11 B o M-3x4 M-1.5x3 M-5x10 to ...3.00 3.00 t==.-- 12 12 i' 1 y )' Y b 5-01 4-10 3-01 4-08-12 8-03-04 ,t`_ 0-08 9-11 y 7-09-12 y 8-03-04 0-08 \c``�w`G E.C. 6> 2 y 26 0o y Q� 89200PE )& JOB NAME : POLYGON NW PLAN 7-B NH - B2 ... /� Scale: 0.2254 WARNINGS: GENERAL NOTES, unless otherMse noted: 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual /14 �OREGON 441 �Truss: B2 and Warnings before construction commences. bustling component.Applicability of design parameters and proper2.2a4 compression web braGng must be Installed where shown.. Incorporation o1 component lathe resp0 ibilHy of the bullding designer. 2°� � 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the top end bosom chorda to be laterally braced at �O Is the responslbllUy of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `#i DATE: 3/13/2018 the overall structure Is the responsibility f the building de continuous sheathing such as plywood airedsheatin ere s and/or tlrywall(BC). SFR R I�� p ty a e racier. 3.2a Impact bridging or tares s pino required where shown,. SEQ.: K4 3 715 5 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 at no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be spoiled to any component. and are for dry cordBmn"of use. 5.CompuTrua hes no control over and assumes no responsibility for the e 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.Designassumes adequate drainage is provided. March 13,2018 8.This design is furnished subject to the limitations set forth by B.Platesshalt shall be Mated on both laces of truss,and placed so their center TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sue of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-t311,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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2-10=(-251) 89 10- 3=( -14) 170 BC: 2x4 KDDF #16BTR 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"01. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-565) 90 12- 6=( -765) 194 TOTAL LOAD = 42.0 PSF 7- B=(-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 BAG 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 "00 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" 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" f ' 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" f 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-3x55 4,-7(M-3x5 M-3x5 pf � M-1.5x4 Design conforms to main windforce-resisting M-3x9 y system and components and cladding criteria. M-3x5 q Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ry M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I Truss designed for wind loads M-3x6 in the plane of the truss only. 3 M-1.5x3 M-2.5x4 or equal at non-structural diagonal inlets. e�� Truss designed for 4x2 outlookers. 2x4 let-ins 13 of the same size and grade as structural top III II: chord. Insure tight fit at each end of let-in. 0001000111.111.1111 -5x6 M-3x4 Outlookers must be cut with care and are o � 12 o permissible at inlet board areas only. i c )- 1 =......................�........... .,.............,......,,........�" M-3 x 8 -:42't. c o ��.io�. 11B to M-1.5x3 M-5x10 Io M-3x4 d3.00 3.00 12 12 b y >L b l 9-11 3-01 4-08-12 8-03-04 V PROP 0-08 9-11 y 7-09-12 y 8-03-04 0-08 �Co' G NF FstS'>p y 26-00 y ,C(!�' V C 'T _Y 9210P v JOB NAME : POLYGON NW PLAN 7-B NH - B1 Scale: 0.2259 WARNINGS: GENERAL NOTES, unless otherwise noted'. 1.Builder and erection contractor should be advised of ell General Notes t.This design b based only upon the parameters shown and is for an individual p� ,�OREGON �<L/� Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper a, 2.214 compression web bracing must be installed where shown+, Incorporation of component Male responsibility of the building designer. 2.o` : 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al �Q 4k /4 Vv '. is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 70'o.c.reepedNey unlade braced Throughout their length by NJ DATE: 3/13/2018 the overall structure is the responsibility f the building dee continuousbptsheathing such l b aciplyng re at:dw ere s ownand/:drywafl(BC). 4/u,`R 1 L\- P N o g loner. 3.2a Impact bridging or lateral bracing required where Mown++ C�R S EQ.: K4 3 715 5 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, TRANS ID• LINK design mads be applied to any component. and are for"dry condition"of use. 5.CompuTrushasnocontroloverandassumesnorecponslbliflyforthe B.Design seumesfull bearing etellauppodeshown.Shim orwedge If EXPIRES: 12-31-2019 fabrication,handling, ry. I� q shipmentc to the lallaaon of components.h 7.Design assumes adequate tondrainage Is rusisan March 1 1 J,2018 8.This design is furnished sublet to the limitations set forth by S.thetas shaft be located on both feces of truss,end placed so their center TPINYFCA In SCSI,copies of which will be furnished upon request. lines coincide with(Dint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1G For basic connector plate design values see ESR-1317.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2- 8=(-237) 1261 3- 8=(-311) 219 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 2- 3=(-1504) 340 8- 9=(-103) 834 8- 4=(-110) 492 WEBS: 2x9 KDDF STAND 3- 4=(-1318) 345 9- 6=(-256) 1261 4- 9=(-110) 492 LOADING 4- 5=(-1318) 345 9- 5=(-311) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 390 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 33 TOTAL LOAD = 92.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -110/ 1000V -106/ 106H 5.50" 1.60 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22`- 0.0" -110/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LLL/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" 1' . T 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T f f 1 f system and components and cladding criteria. 12 12 6.00 M-4x6 1 6.00 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 ,(,( Truss designed for wind loads DQ in the plane of the truss only. uv M-1.5x3 .M-1.5x3 3 m (m 4. Gill R. 8 9 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 )' l b 1 7-06-03 6-11-11 7-06-03 y 10-00 1 12-00 y A55. PROpFss 5 ! GINE r�r 0-08 22-00 0 08 ,� V� �� p`l�� '�' 92,OP r' JOB NAME : POLYGON NW PLAN 7-B NH - C2 ,411,0,00e_ Scale: 0.2529 �� WARNINGS: GENERAL NOTES, unless Otherwise noted. E p, ,-,�Y 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 -p' O R EG O.N G�' Truss: C2 and Wemlrga before construction commences, building component.Applicability of design parameters and proper l ...1), v 2.254 compression web bracing must be Installed where shown.. Incorporation of component is the responsibility of the building designer. 4 fr 2.O y - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at �O I �'Y1=• Ie the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c,respectively links braced Throughout their length by 14 DATE: 3/13/2018 the overall structure is the responsibility of the building continuous sheathing such as plywood sheathing(TC)and/or drywsll(BC). M�pl R`LNXi p ty g designer. 3.2,Impact bridging or lateral bracing required where shown.+ (` SEQ.: K4 3 715 5 6 4.No load should be applied to any component until after all bracing end 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 Ina noncorrosive environment, TRANS I D• LINK design loads be applied to any eomponent. and are for"dry condition'of use. 5.CompuTrus hes no control over and assumes no responsibility forme 8.Desigassumes full bearing at ail supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. ry. q p q p 8.This deal is furnished subject to the limitations set forth 8.PlatesPassumes adequate to drainage Is prose, March J,2 I V g^ k by B. c incl be with join on both latae of truss,and placed coheir center TPIINRDA in SCSI,copies of v.41 Rh will be furnished upon request. lines coincide wR(of plate in inches.9.For Digitsindicateeineofpateign values USA,IAC./COmpuTNs Software 7.6.8(1 L)-E 10.For basic connector phis design values see ESR-7377,ESR-1988(Weft) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2- 8=(-237) 1261 3- 8=(-311) 219 BC: 2x4 KDDF #103TR SPACED 24.0" O.C. 2- 3=(-1504) 340 8- 9=(-103) 834 8- 4=(-110) 492 WEBS: 2x4 KDDF STAND 3- 4=1-1318) 345 9- 6=(-256) 1261 4- 9=1-110) 492 LOADING 4- 5=1-1318) 345 9- 5=(-311) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1504) 340 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 33 - TOTAL LOAD= 42.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF 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 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.043" @ 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" T f T 5-09-09 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting 1' f f f 3' system and components and cladding criteria. 12 12 6.00 I/ M-9x6 Q 6:00 Wind: 140 mph, h=15ft, 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 ¢e( Truss designed for wind loads in the plane of the truss only. :1" M-1.5x3 1 M-1.5x3 3 \SI / M M 2 8 9 6 o M-3x4 M-3x9 M-3x5(S) M-3x4 M-3x9 0 J• )' b y 7-06-03 6-11-11 7-06-03 b 10-00 y 12-00 y �5 c� PRQp1s 0-08 22-00 0 08 ,S\� EN�iN�fiR /p2� �- 89200PE 1 • JOB NAME : POLYGON NW PLAN 7-B NH - C4 '� /r Scale: 0.2529 ""' �"" WARNINGS: GENERAL NOTES, unless otherwise noted: © 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 A 0 R EGO N a). pi Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper V 2.2x4 compression web bracing must be Instalbtl where shown�. Incorporation of component Is the responsibility of the building designer. (� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be istera%y braced at y 2V �"� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectbeiy unless braced throughout their length by �O 1 1 /9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /)A�R R 1\_\ sp DATE: 3/13/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• �I SEQ. : K4 3 715 5 7 4.No load should be applied to any component until after all bracing end 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 Ina non-corrosive environment, TRANS ID: LINK design loads be applied to anycomponsnt, and are forr"dry condition"ofuse. 5.CompuTms hes no control over end assumes no responsibility for the 8.De sign assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,handling, saryum shipment to th limitations of forth components. 7.Plates assumes adequated drainage is provided. M arch 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 TPIIWTCA in SCSI,copies of which Mil be furnished upon request. lines coincide with joint center lines. 5.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(11)-E to.For bask connector plate design values we ESR-1311,ESR-1988(WW1 This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #1&STA LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=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 = 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 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 lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 11-00 11-00 T T 1 12 12 6.00 p HM-4x4 Q 6.00 3 ^1 M Tr I a1 i i iliti.°1111111 ISS 1°111111111111.°1 I 0 M-3x5(5) M-3x4 M-3x4 J. b y 10-00 12-00 L�,'[�' yo oey 22-00 ���¢NGl E. D p o. ct 92 Op r" JOB NAME : POLYGON NW PLAN 7—B NH — C1 Scale: 0.3909 ..ire WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an Individual "Fit OREGON �(4 Truss: Cl and Warnings before construction commences. building component.Applicability or design parameters and proper DA 2.2a4 compression web bracing must be Installed where shown.. Incorporation of component le the responsibility ohne building designer. 3.Additional temporary bracing to more stability during construction 2.Design assumes me top and bottom chorda to be laterally braced at /O •7 r 1 A nO �4 I is the responsibility Drina erector.Additional permanent bracing of 2'o.c.and et 17 o.c.respectNpi unless braced throughout their length by `# r 1 DATE: 3/13/2018 the overall structure Is the responsibility f the buildingdesigner. continuousxImps Sheathing sten lb acing re uire where and/or drywall(BC). '/rFiR 1 ANJ - P ty o 3.2a Impact bridging or lateral bracing required where shown++ /\� S E Q. : K4 3 715 5 8 4.No bad should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. tesfeners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, , TRANS ID• LINK design bads be applied to any component. and are for"dry condition•otuse. 8.Design ass ea full bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, spry labump g,shipment and Installation of components. 7.Design assumes adequate drainage is provided. March 1 3,2018 8.This design Is furnished subject to the limitations set forth by 8.Plates anal be Meted on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I - TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - TOTAL LOAD= 92.0 P5F 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-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refex to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 11-00 11-00 T T T 12 12 I IM-4x4 6.00 Q 6.00 3 MI co rn o M-3x5(5) M-3x9 M-3x4 10-00 12-00 �0 PR Op J, 22-00 Co' \GINE$. n5>4 l �' (' �i 4: :9200PE 1 JOB NAME : POLYGON NW PLAN 7-B NH - C3 %" ,-if /�✓ —. Scale: 0.3909 -.. • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder anderectioncontractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an IndNIdual ,tf OREGON Q, ito Truss: C3 and Warning before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �(� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at r0 '14 V Is the responsibility of the erector.Additional permanent bracing of T o.o.and at 10 o.c.respectNely unless braced throughout their length by 1 DATE: 3/13/2018 the overall structure Is the responsibility of the building desl continuous sheathing suehib acinNywg re uired i,l where IoWn.)and/or drywell(BC). ME'R RIO, p ty p finer. 3.co Impact bridging or lateral bracing required where shown++ SEQ.: K4 3 715 5 9 4.No mad 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 loads greater than 5.Design assumes trusses are to be used In a noncorrosive Bmironment, TRANS I D• LINK design mads be applied to any component. and are for"dry condition"of use. S.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ce ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. March 1 3,2018 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIWrCA In SCSI,copies of which will be furnished upon request. lines coindtle with joint center lines. a.Diggs indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11,)-E tO.For basic connector plate design values see ESR-1311,ESR-19881MITek) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 12 4'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 9 OO LL = 25 PSF Ground Snow (Pg) �'j LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:4,3,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.009" @ 2'- 7.0" Allowed = 0.274" SEASONED LUMBER IN DRY SERVICE CONDITIONS • • • MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" • MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" • Design conforms to main windforce-resisting system and components and cladding criteria- 1110 , Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1-6, Truss designed for wind loads i in the plane of the truss only. r- o I ti ..r) / 1 I m 0 o 9 \ 3..2>.< M-3x8 3-00 y 4-00 y terwo .... . P F�CYO If `�' 89200PE r JOB NAME : POLYGON NW PLAN 7-B NH - D2 AI y9' Scale: 0.9259 ra - �' WARNINGS: GENERAL NOTES, unless omerwlse noted: 1.Builder end erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown end la for en IndNldual OREGON 4 Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7. 47 A 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. e'�/ �A �ON `� {� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '1 7 '14, �'Y,+ Is the rcsponalbilly of the erector.Atldllbnal permanent bracing of 2'o.c.and at 1170.4 respectNely unless braced throughout their length by �w DATE: 3/13/2018 the overall structure is the re ibisof the building des continuous sheathing such as plywoodsheathing(TC)required whensand/or drywenlse). 41 .R R 11-\ NJ aeons N g igner. 3.2x Impact bridging or lateral bracirp requlretl where shown.. SEQ.: K4 3 715 6 0 4.No toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 6.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK deeign loads be applied to any component. end are for'dry condition'of use. 5.Compuirue hes no control over and assumes no responsibility for Ins 6.Design assumes full bearing et all supports shone.Shim or wedge if EXPIRES: 12-31-2019 wary handling,shipment end Installation of components. fabrication, p T.Design assumes adequate drainage is provided. M arch 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 TPWIICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CofnpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1808(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-9=(-99) 81 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -7) 3 WEBS: 2x9 KDDF 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 BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 92.0 PSF 1'- 0.0" -29/ 205V -18/ 93H 5.50" 0.31 KDDF ( 625) 9'- 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. REQOIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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'- 9.0" Allowed = 0.159" 3-00 MAX TC PANEL TL DEFL = -0.004" @ 2'- 5.2" Allowed = 0.239" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 4.00 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.Bft, 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, 2 3 -/ Truss designed for wind loads in the plane of the truss only. II i it -/ M-3x8 M-1.5x3 • • b y 3-00 y b 4-00 pPR° co- NGi N� � sf• � 89200PE yr JOB NAME : POLYGON NW PLAN 7-B NH - D1 -�` Scale: 0.6335 WARNINGS: GENERAL NOTES, unless otherwise noted, 1.Builder and erection contractor should be advised stall General Notes 1.This design Is based only upon the parameters shown and is for an indlidual 7,, 4 7 OREGON 1x X1.0 Truss: D1 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.N4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Addaionaltemporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be latera2' dY braced at r6 14, �e Q� is the recponcibillty of the erector.Additional permanent bracing of o.c.and et 1 V o.c.respectively unless braced throughout their length by DATE: 3/13/2018 the overall structure Is the responsibility f the building designer. continuous Impactsheathinginor such as plywood aired ng(T1)andlor drywall(BC). apone ty o g goer. 3.2a Impact bridging or lateral bracing required shred wngiT shown+ SEQ.: K4 3 715 61 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 ere complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK design mads beapplied osnl,I nycomponent. and are for"dry condition•of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12-31-2419 fabrication,handling, sorry. ad 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 shall be located on both faces of truss,and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(11)-E 10.For bask connector plate design values see ENR-1311,ESR-7988(NUM) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 24 2-5=(-49) 64 3-5=(-265) 185 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-105) 87 WEBS: 2x4 KDDF STAND 3-4=( -13) 6 LOADING IC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"01. 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" -41/ 349V 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = -0.243" @ 3'- 11.9" Allowed = 0.464" MAX TC PANEL TL DEFL = -0.250" @ 3'- 11.9" Allowed = 0.696" 7-06-12 0-07-09 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 7'- 6.8" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 6.8" 4.00 U,- 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=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 1 0 0 M Lo 1 M _� Ili �l 2i:=11 5 O M-3x4 M-1.5x3 b .6 J' 7-06-12 0-07-04 b b J' 0-08 8-02 '<c-5 P�oFFss w� �NGIN4;53 r3 ' 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - E2 , Scale: 0.5535 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 indNidual 7I 4,OREGON N ��� Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be insbAed where shown e. Incorporation of component la the responsibility of the building designer. �/�� �{ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at r0 '9Y 14 V 'Y1s Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10.o.c.respeclNety unless braced throughout their length by c ` ,/� DATE: 3/13/2018 the overall structure is me responsibility of the building sea n r. continuous sheathing o sten as pgwooswhere show 4 aryw.n(ec). �<R R I��""rt P N B a e 3.2a impact britlging labral bracing required where shown. SEQ.: K4 3 715 62 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe 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 design bads be applied b any component. and are for dry condition.Ouse. 5.CompuTrus has no control over and assumes no responsibility for the 8.DB�S�ssumeafullbearingetaNwpporisahowh.Snimorwetlgelf EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ry T.Design sootbassumes saedpobodrainage isprussea. March13,2018 6.Thio design is furnished wblect to the limitations set forth by 8.Plates shah be located on both feces of truss,and placed so their center TPIIWTCA In BM,copies of which will be furnished upon request lines coincide with joint canter lines. 9.Digits Indicate size of plata In Inches. MiTek USA,Inc./CompuTms Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(Wen) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=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. 12 9.00 C,"" 3 -> 0 0 1111111111 0 m ti /— Inri 1 _PA M-3x4 Si' y 0-08 8-02 •�ccD PROp x, Q, �NOtNE�R /p�� 89200PE r JOB NAME : POLYGON NW PLAN 7-B NH - E1 ' Scale: 0.6660 ' WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual L 4 7 OREGON b �Li Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building tlesigner. ` �(1� �y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chorda to be laterally braced at /O 14 VV "C lathe responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respecthely unless braced throughout their length by /^. '-F k (� DATE: 3/13/2018 the overall structure is the responsibility f the building dee continuous sheathing such as plywood aired sheathing(TC)end/or drywall(BC). 41`R R11..\-- SEQ.: 1 L� `,J pone N o g Igner. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K4 3 715 63 4.No mad should be applied to any component until after all bracing and 4.Installation oflrues Is the responsibility of the respeclbe contractor. fasteners are complete end at no time should any mads greater man 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"ouse. 5.CompuTrus has no control over and assumes no responsibility for the a necessary. Dassumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 q p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. March 13,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see EBR-1311,E5R-1908(MiTek) This design prepared from computer input by III, Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 . IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 24 2-5=(-31) 33 3-5=(-172) 133 BC: 2x4 KDDF #16BTR 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 BEG 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. 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 = 0.000" @ 0'- -8.0" Allowed = 0.067" I 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 1' 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 7.8" 4.00 , 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 q (All Heights), Enclosed, Cat.2, Exp.R, MWFRS(Dir), load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads IIin the plane of the truss only. N 0 o .......IIIIIIIIIIIIIIIIIIIIIIIIi N Lo ri /- I I 1 11 M o I 2WEEM 5 MESA 0 M-3x4 M-1.5x3 • J. , • - 4-07-12 0-07-04 J. y Y 0-08 5-03 • s:,\ D P R QFF • • '<c- 00 ANc ro • • � ' • • • • � • `� 89200PE r • • • JOB NAME : POLYGON NW PLAN 7-B NH - E3 - ,/�� Scale: 0.5992 WARNINGS: GENERAL NOTES, unless olherwke noted: •• 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an indNiduai OREGON �� Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper o y. A /� 2.2x4 compression web bracing must be Installed where shown+. incorporation of component la the responsibility of the building designer. �/ `/A ` t" 3.Additional temporary bracing to Insure stability during consirucilen 2.Design assumes the top and bottom chords to be laterally braced at -7 1/� O �4 '.. is the responsibility of the erector.Additional permanent bracing of • • 2'o.c.and at 10'o.c.respectively unless braced throughout their length by O 'T) DATE: 3/13/2018 the overall structure is the responsibility Addit onhe building designer. continuous sheathing such as plywood shesaltrere s anmor erywati(BC). 3.2a Impact bridging or lateral bracing required where shown e e -` O C I-\-- SEQ. : K4 3 715 6 4 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. Fl fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina nonaorroslve environment, TRANS ID: LINK design meds be applied to any component. and are for"dry condition"Muse. - !I • 5.CompuTrus has no control over and assumes no responsibility Dr the e.Design.a,amea Nil bearing at all supports mown.Shim or wedge if EXPIRES: 12-31-2019 I fabrication,handling, ssa s shipment and roll eatwnsset10onents. T.Plates assumesadequate donbodrainage isprovided. March 13,2018 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIIWrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Tek USA,Inc./Com uTrus Software 7.6.8 1 L-E 8.Digits indicate size of plate In inches. M p ( ) 1 For bask connector plate design values see ESR-1311,ESR-1868(MlTek) 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: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 e 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=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 POP 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-152 or equal typical at stud verticals. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for 4.00 AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. ,_, O O N ...,...-000-••"'"'"2 N o M-3x9 • • l y • 1 0-08 5-03 ,ikt'p PR QppS 5 GENEnf s pr° :9200PE JOB NAME : POLYGON NW PLAN 7-B NH - E4 _ ...e" ,/ Scale: 0.7932 -- WARNINGS: GENERAL NOTES, unless otherwise noted: c CC 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 pL ,�OREGON Truss: E4 and Warnings before construction commences. building component.AppliesbNy of design parameters and proper 2.a4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. �a t.1 A,141 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al /O -7 Y y A �}\J �4 Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 77 o.c.respectively unless braced throughout their length by 1'•F ✓ ^ i DATE: 3/13/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 'Ilea R ��YVf 3.2a Impact bridging or lateral bracing required where shown•• 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 respectNe 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 beapplied toany component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Designssumesfullbearingetallsupportsshone.Shimorwedgeit EXPIRES: 12-31-2019 mmssafabrication.handling, ry edismemaoa irmOaionof comprh by T.Design assumeslced on drainagefaces of tss.provided. March 13,2018 6.This design la furnished subject to the limitations set forth by B.Plates shall be located on both feces of trues,end placed so their settler TPPWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,E513-1985(MiTek) Symbols Numbering ' PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/" Center plate on joint unless x,y I p Y 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury railDimensions are in ft-in-sixteenths. NEAL Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS (0 „ 2. Truss bracing must be designed by an engineer.For 16 4 wide truss spacing,individual lateral braces themselves p ®� CL-5° may require bracing,or alternative Tor I .. bracing should be considered. 111111 O 0 3. Never exceed the design loading shown and never 41100, Ostack materials on inadequately braced trusses. O 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 illIEMED 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 ,i-4e Indicated by symbol shown and/or SYP represents values as specified. bytext in the bracingsection of the by AWC in the 2005/2012published 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. 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. hM� reaction section indicates jointIli IIII 1111 III 17.Install and load number where bearings occur. vertically unless indicated otherwise. Min size shown is for crushing only. VIIx, 18.Use of green or treated lumber may pose unacceptable ;� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTekANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 7B 4-19-16 .i Roseburg J2 MAIN 1:43pm a[carr t Pr;rlrr,t,(om s,ttfl1 of 1 CS Beam 2016.4.0.5 p .ID V b Luis lanBeamEngine 4.13.19.1 Ly Materials Database 1547 GITY Y UI- t IGARL7 Member Data BUILDING DIVISION Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam 1 'Ih ft II" / / / 14 5 0 11 7 0 / O 26 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" U681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" U835 6.61' Odd Spans L Control: Max Int. React. DO Ls: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L.HENDERSON Strong-Tie Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGERPACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam orgirder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663