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Plans (413) m --VC\%- C ..�.., Nome l SSI`; Q.c\?...T rc MiTekg' 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. \���0 PROpess s5 Y" 89782PE /a . 89782PE 9r ' OREGON �!`�q 4�9 �4RY '1 • _J e ,eAUL. RA y 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 P115-264_UPPER Fel 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:DFkz9p3tCrPAGZnVberK0tyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CByq iS 1 1-0-0 -I 1 1-2-0 1 fCLZ-0H Scale=1:25.0 1.5x3 H 1.5x3 II 1.5x3 H 1.5x3 II 1.5x3 II 1.5x3 11 1.5x3 H 1.5x3 H 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 " '\ / N / \. e O Ma /Mrs Mr .\&_ o ®® OM MS 2 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 I I 3x5= 3x5= 3x5= 7-0-14 7-0-14 17-7-14 S-2-14 144 I 0-7-0 0-7-0 6-1-6 Plate Offsets(XY)— [8:0-1-8,E•g l.[19:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL in (roc) tfdefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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 ��4 Q PRo,c 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��CJ G I N E 1� Uniform Loads(pit) ,, Vert:16-24=-8, )1-its=-8o 89782P -17 1-- Concentrated Loads Ib Q Vert:2=-674(F) OW 92 OREGON �N. 17,9 ''lRYi6t2 Q "''AUL Vk�� EXPIRES: 12/31/2016 August 7,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev-02710/2015 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 - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 f:itrue Haighttr CA 95010 Job Truss Truss Type Qty Ply POLYGON R45124649 P115-264_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:DFkz9p3tCrPAGZnVberKOtyJvg6-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 I Scale:1/2"=1' 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 0 0 • e o o _ i V a \--a N 9 O O 1: 13 12 11 10 9 3x4= 1.5x3 Il 1.5x3 11 4x6= 3x6= 3x4= 1-1-12 1-8-12 12-3-12 1 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 - - SA - .. 'I 1-8 ..e •1-1-8 d.- LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 , Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (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. •�4Ep PROfiFss ��iGj G I N SFR fit, ¢ 8.7$2PE 91-~ 57 4ORilEGON o^h Ysrt/PAULR.e EXPIRES: 12/31/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 me 02/16/2015 BEFORE USE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. �A Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'Yi fabricafion,quality control,storage,delivery,erection andbracing,consult ANSI/TPIt Quallly 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 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:DFkz9p3tCrPAGZnVberKOtyJvg13-?nyxAbZWyUc51 WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ 2-6-0 p-5-10. 1 1-2-0 1 1 0514 1 Scale=1:22.8 1.5x3 H 1.5x3 H 3x4= 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 0. _....„ .e../1/el _ O\ N O 6• O O 14 13 12 11 10 �1 3x4= 3x6=1.5x3 H 1.5x3 H 3x6 = 3x4= I 5-10-2 16-5-2 7-0-2 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edge].15:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. oto PROF,- �\c."I GINk.4 `�'/O44. v `t- 89782PE f ��%�' 7 NW • 4 , 9y OREGON p'+ EXPIRES: 12/31/2016 August 7,2015 t i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MSI-7473 rev.02/16/2015 BEFORE USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �t�B erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MI'(e fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Cite Haight',CA 9561n 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 e 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGM m l 6rT_v91TEGtylhJ07 13:53:56 2015 mpVygBiP I 2-6-0 1-8.6 I I 1-2-0 1 1 0-8-14 1 Scale=1:25.0 ' 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 ° N e e e a I. 1�A 13 12 11 10 3x4= 3x6= 1.5x3 I I 1.5x3 I I 3x6= 3x4= 7-0-14 17-7-14 18-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)- [4:0-1-8.E.g-].[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 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!nor YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,3-4=-2010/0,4-5=-2110/0,5-6-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��R�.Q PROFESS k.• t�GINF�'9 , a :9782PE p1"• s,L OREGON p'+ EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 ree.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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek ' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r.itnrc Heights CA 95810 Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT_I9JyEJXy1 hJmpVyqBiP I 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 1 Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 e e 0 N e 1 10 9 e 8 A 1.5x3 I I 1.5x3 I I 3x6 =- 3x4 3x4= 3x4= I 2-3-10 1 2-10-10 3-5-10 I 9-7-0 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8.Edgej 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 Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No,1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��4E© PRQF ss �� NGINFF'4 /0 a 89782PE ter` 9�GON t vi- -1, {-I Ry 16 Li .Z tt,`�tt ir PAUL r' EXPIRES: 12/31/2016 August 7,2015 i 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIr REFERANCE PAGE MII-7473 rev.02716/2015 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 �C.. �� @erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1C fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/GPit 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 Citn,s Heights CA 9561h 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-yA4hbHam U5spGpReg3G?e203vZYzhM5FL3JLyygBio I 2-6-0I 2-1-12 11 1-2-0 11 0.9-8 1 2-3-0 1 t-2-0 11 t-4-0 1 1-0-0 1 Scale=1:27.8 1.5x3 H 3x5= 1.5x3 I I 1.5x3 H 3x4= 1.5x3 I I 3x4 = 1.5x3 H 3x6= 1.5x3 1 2 3 4 5 6 7 8 9 10 . 01111111111111.11.111.1.11.111.1--'-- 111111111111111111111111111411141441: o N 0 e 6 ® U � e 1qq 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4 = 12-10-12 I 4-10-12 15-5-12 16-0-12 1 11-8-12 12.4121 1 15-11-12 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft Ltd 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!nor YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2351/0,3-4=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. _c5 PR0Pfs 4�\c, SNC'[NF6e� cS'jO� Q 89782PE r -.- '-"B► . . mig V OREGON�p. EXPIRES: 12/31/2016 August 7,2015 t •••••• _ I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component." Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the j( - e!_, 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,DS11-B9 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 (:itnrs Heights,ITA 95610 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guzogonnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 I I 1-2-0 1 1 0-8-14 I I 2-6-0 I Scale=1:17.6 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 1.5x3 1 2 3 3x4= 4 5 6 0 N 1 e e/ 11 10 9 8 1.5x3 I I 1.5x3 I I 3x6= 3x4= 3x4 = 2-0-14 2-7-14 3-2-14 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].13:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 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.18Str(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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0\t,.0 PRoFe 6~ GIN,SF /al, { Q 89782PE 9' • 7L •RECON �',. at 9,9� pAUtR �Q EXPIRES: 12/31/2016 August 7,2015 i B A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,02/16/2015 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for on individual building component. Mi�- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (S/� ] 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 Circe Heightc,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 I I 1-2-0 1 1 0-9-8 1 2-3-0 1 I 23-0 1 1 1-2-0 I 10-88 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 11 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 H 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 0 1111 O e N O O =' a -, 1- 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 11 4x4= 3x4 = 12-10-12 I 4-10-12 5-12 16-0-12 1 11-8-12 12-3-121 I 16-4-4 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 ate• e .. 'I -8 d.- ..- -:E..e 1 -r- : ..e 16.1-1-8 .. LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/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 Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. �gtiD PROS-s� �c'�5 �NG1 NrC�cR /0� c 89782PE 1' 1 - </ - 92 •REGON ^ '9 �qRY 1 2 , r-AULR EXPIRES: 12/31/2016 August 7,2015 / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �a Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the e + 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 Citn is Haightq CA 9561n 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:DFkz9p3tCrPAGZnV berKOtyJvgB-MIIgEJcfn0EO7HADVCgiGheXZnbxA2zXyJ HyHyq BiL I 2-6-0 I 2-1-12 11 1-2-0 11 0-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 I W121 Scale=1:28.2 4x4= 1.5x3 I I 3x5= 1.5x3 H 1.553 H 3x4= 1.5x3 I I 3x4= 1.5x3 H 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e o N ® e e e e ® e 1> 16 15 14 13 12 354 = 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 I 4-10-12 0-7-0 0-7-0 5-8-0 10-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)- p:0-1-8.EdgeJ.[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 Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress!nor YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. Rtip PREF-s c.: 31, \AG[N4- u/O 'tr 2 7 8.782PE 91--- 7/.: ...)e.• . y�-V OREGON Q'• 131,fi PA UL 9S4<<Q! EXPIRES: 12/31/2016 August 7,2015 1 __ r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.0&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 " erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding le 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 Citme Hnighte,CA 95610 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4' Center plate on joint unless x,yfD Y offsets are indicated. (Drawings not to scale) Damage or Personal Injury r�.' Dimensions are in ft-in-sixteenths. Il4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O_7/�Q, 2. ubbdebaFor wideTrss truss spacing,racingmust individualesigned lel bracesnengineer.themselves !cI7 may require bracing,or alternative Tor I 1111111W110)') pbracing should be considered. 3. Never exceed The design loading shown and never ITIMAior stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 c6-z cs-s designer,erection supervisor,property owner and plates 0-14.4' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. e 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 in all respects,equal to or better than that , Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 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. N=. reaction section indicates joint MIIIIImria number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MINI K 18.Use ofreen or treated lumber may y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Mil 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,aMiTte C •B( 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 lot MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-B NH KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1589666 thru K1589681 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. tic ) PRQp \AGI N /a <44 89200PE 9r' OREGON\tx A.4U4 lik 14, A �F�RIL�- 4., ir Ammih41 A • :* December 10,2015 Baxter,David 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. 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 •sf) u•lift at 24 "oc s•aCin•. TC: 2x9 KDDF 616HTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. Design Conforms to main wind£oYce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=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= 42.0 POE load duration factor=1.6, End vertical(s) are exposed to wind, LL - 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 8-03-04 8-03-04 12 12 6.00 i)M-4x9 Q 6.00 m O ,„iiiiilli.,,,,,...., M o itiiiiiiiiiiiiiiiiiiiiiiiiiiiiii,iiiiiiiiiiiiiiiiiiii,ilial l 0 M-3x4 M-3x4 ,(�co PR OF y1-00 y 16-06-08 y 1-00 y ,;,cp ,, N fi • s/0 4t� ;9200PE �'# JOB NAME : POLYGON NW PLAN 7-B NH - Al Cf ---- Scale: 0.4000 Y • OREGON '.It WARNINGS: GENERAL NOTES, unless otherwise noted: 7� % fClf Truss: .�1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en IntlNitluel �0'� ��'\ end Warnings before construction commences. building component.Applicability of design parameters and proper �/1 1 4' 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the reaponeibilsy of the building designer. �./ A / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at ((E} L� is the responsibility of the erector.Additional permanent bracing of 2'c.c.end al 10'o.c.such a plywoodly unless braced throughout their length by 4 DATE: 12/10/2015 the overall structure Is the responsibility of the buildingdeal neo continuous sheathing such as cited sheathing(TC)and/or drywall(BC). 9 3.2x Impact bridging or lateral bracing required where shown 4SEQ.: K 15 8 9 6 6 6 4.No bad should be applied to any component until after all bredng and 4.installation of truss Is the responsibility of the respective contractor. t�(V fasteners ere complete and at no time should any loads greater than 5.Design assumes truea are to be used Ina non-corrosive environment EXPIRES: 1 12/31/2015 TRANS I D: LINK design loads be applied to any component. and are for'dry cond8lon'of use. Design 5.CompuTrus has no control over end assumes no responsibility for the 8 neceeee assumes full beating al all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. ry' December 10,2015 8.This design Is furnished subject to the limitations set forth by 7.Design s shall be adequate drainage Is provided. TPIAVICA in SCSI,copies of which will be furnished upon request. 8 lines Platecoiincide wit located Jdnl center both llines.s of Iruea,and placed so their canter MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 9.Digits Indicate size of plate in inches. 10.For basic connector plata design values see ESR-1311.ESR-1988(MiTek) ( This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-378) 1540 3- 8=(-326) 309 BC: 2x4 KDDF #1&BTR SPACED 24.0•' O.C. 2- 3=(-1751) 477 8- 6=(-431) 1540 8- 4=(-121) 934 I WEBS: 2x4 KDDF STAND 3- 4=(-1351) 268 8- 5=(-326) 306 LOADING 4- 5=(-1351) 256 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751) 502 BC LATERAL SUPPORT 0= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 809V -82/ 82H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 20:2 AND IRC 2012 NOT BEING MET. 16'- 6.5" -125/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.141" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = 0.002" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 8-03-04 8-03-04 MAX HORIZ. LL DEFL = 0.059" @ 16'- 1.0" f f T MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 T T T T T 12 12 Design conforms to main windforce-resisting 6.00 ''M-4x6system and components and cladding criteria. 6.00 4.0" Wind: 140 mph, h-21.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 4 4,-.„.„f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End verb cal(s) are exposed to wind, Truss designed for wind loads 4000 in the plane of the truss only. M-1.5x3 ,..iiiiiillallikk.... M-1.5x3 3 5 e M-5x8 M-3x4 M-3x4 M O M 1 174. 0 li 2 ..'-'6 7 0 0 a 3.00 3.00 - 12 12 i' ), ). b b r 1-00 8-03-04 8-03-04 y1-00 �4� RP Ok-es J, L co• 16-06-08 4t` 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - A2 1Sca e: 0.3183 / - at` WARNINGS: GENERAL NOTES, any upotherwise nded 7/ 47 OREGON Truss• A2 1.and W and s for contractor should be advised of all General Nates 1.This design is based only upon y Nao parameters ara mown and is for en individual v • end Warnings before construction commences. building component.Appllrabillh of design parameters and proper 2 2x4 compression web bracing must be Installed where shown v Incorporation of component Is the responsibility of the building designer. t.:. � 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom cholla to be laterally braced at J- 'i�-1 N the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'rte.respectively unless braced throughout their length by DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing later i 0 5009 rplywooe aired where s own 5r arywan(ec). /114 � 3.2x Impact bridging lateral bracing required where shown+ t- SEQ.: El5 8 9 6 6 7 4.No bed should be applied to any component until after all bredng end 4.Installation of truss Is the reeponelbligy of the respeclNe contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment. TRANS I D: LINK design loads be applied to eny component. end ere for dry condition"of use. 5.CampuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2015 fabrication,handling.shipment and installation of components. emery l,, .1 r� .r C 7.Design assumes adequate drainage is provided. December 10,20 I J 8.This design is famished subject to the limitations set forth by IL Plates shell be located on both laces of truss,and placed so their center TPIANTCA In BCS!,copies of which will be furnished upon request. lines coincide with joint center Ones. MiTek USA,Inc./Com uTrus Software 7.8.7 1 L-E 5.Digits Indicate size of plate in in hes. P ( ) 10.For basic connector pieta design values see ESR-1311,ESR-1558(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16010 LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2-10=(-251) 92 10- 3=( -12) 169 BC: 2x4 KDDF #16010 SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=( -69) 347 10-11=(-255) 90 3-11=( -470) 164 3- 4-(-146) 779 11-12-(-682) 251 4-11=(-1145) 248 LOADING 4- 5=1 -74) 220 12-13=1 -48) 472 4-12=( -95) 806 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1 -85) 246 13- 8-(-241) 848 5-12-) -361) 143 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-566) 90 12- 6=( -765) 194 TOTAL LOAD = 42.0 PSF 7- 8=(-980) 274 6-13-1 0) 450 OVERHANGS: 12.0" 12.0•' 8- 9=( 0) 50 13- 7=( -346) 219 LL= 25 PIF Ground Snow (Pg) M-1.5x9 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 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5'- 1.0'• -72/ 109V 0/ OH 119.00" 0.17 KDDF ( 629) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -109/ 613V 0/ OH 5.50" 0.98 KDDF ( 625) REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS ICOND. 2: Design checked for net1-5 psf) uplift at 24 "cc spacing. NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL= -0.036" @ 21'- 8.1" Allowed = 0.781" 13-00 13-00 MAX TL CREEP DEFL = -0.065" @ 17'- 8.8" Allowed= 1.042" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed- 0.100" '( f MAX TL CREEP DEFL - -0.003" @ 27'- 0.0" Allowed= 0.133" 5-02-12 4-08-04 3-01 9-07 9-00-05 9-04-11 f 'f f 'r i' MAX HORIZ. LL DEFL - 0.021" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" I IM-4x4 12 M-1.5x9 9.0" 6.00 M-3165 .F--,'M-3x5 Design conforms to main windforce-resisting M-3x5 M-1.5x4 �+ 12 system and components and cladding criteria. M-3x4 M-3x5 Q 6.00 Wind: 140 mph, h=22.9f t, TC DL=9.2,BCDL=6.0, ASCE 7-10, 9 ,' �1;f` M-3X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ` End vertical(s) are exposed to wind, M-3x6 �j Truss designed for wind loads in the plane of the truss only. M-1.5x3 Ip ee� M-2.5x4 or equal at non-structural diagonal inlets. 13 Truss designed for 4x2 outlookers. 2x4 let-ins o 2 •+ M-5x6 M-3x4 of the same size and grade as structural top nico .� 12 o chord. Insure musttight cutfit witheach care and arend of let-in. M-3x8Outlookers 1 � 'w. o permissible inlet board areas only. of 1 1 B o permissible at o 04-1.05x3 ]-5x10 1 M-3x9 a 3.00 3.00 12 12 b b b l y <C" p O fi6�' J''9-11 3-01 9-08-12 :j:: y9-11 1-00 i5 G �yGiN�'�9. / ( y1-00 26-00 1- 00 4k, 89200PE fir'• JOB NAME : POLYGON NW PLAN 7-B NH - B1410 --on - •• . Scale: 0.2048 IPp�''`;/'+('yCr WARNINGS. GENERAL NOTES, unless etherwue noted. /, f}t_OREGON . �� 1.Builder and erection contractor should be closed et al General Notes 1.This design Is based only upon the parameters shown and Is wren ndry tlual (.cl ��1.11c�� Truss: B 1 and Wamings before construction commences. building component.component Is thetr design parametersyoftheand proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of le responsibility of the building designer. p ,;.a: 3.Additional temporary bracing tel Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et /1r7 R`�..L v^ N the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by """III DATE: 12/10/2015 the overall structure la the res elion continuous sheathing such as plywood sheathing(TC)end/or drywalt(BC). poo y of the balding designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ. : Ki5 8 9 6 6 8 4.No load should be applied to any component until after all bracing and 4.Installalion of Inas is the responsibility of the respective contractor. fasteners are complete and al no lime should any bade greater than 5.Design assumes trusses are to be used in a non<orroalve environment end are for condition.'of use. EXPIRES: 12/31/2015 TRANS I D: LINK design wads be applied to any component, 5.CompuTrus has mo control over end Maumee no reeponsibillty for the 6.Design assumes lull bearing at all supporta shown.Shim en wedge o neNaeaery. December 10,2015 fabrication,handling,shipment and Installation of components. 6.This design Is famished subject to the limitations sat loch 7.Design assumes adequate drainage Is provided. by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In RCSI,Naples of which will be furnished upon request. tins coincide with joint center lines. 9.Digits indicate sire of plate In inches. MITek USA,Ing./ColnpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see EBR-7311,ESR-1988(MITek) f This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-247) 1594 10- 3=( 0) 228 BC: 2x4 KDDF R16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1886) 361 10-11=(-249) 1591 3-11=( -378) 107 3- 9=(-1479) 359 11-12=(-171) 1308 4-11=( -85) 76 LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 4-12=( -183) 151 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- 8=(-616) 2784 5-12=( -207) 953 BC LATERAL SUPPORT G= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2946) 590 12- 6=(-1726) 395 TOTAL LOAD= 42.0 PSF 7- 8=(-3145) 715 6-13=( -191) 1428 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=( -104) 165 LL = 25 PIP Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 RODE ( 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/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.170" @ 17'- 8.8" Allowed - 1.254" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed= 0.133" 13-00 13-00 f 1 f MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORSE. TL DEFL 0.162" @ 25'- 6.5" 1' '1 T T 1' T 1' 12 12 6.00 M-4x6 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 Wind: 140 mph, h=22.9ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X9 load duration factor-1.6, q End vertical ls) are exposed to wind, 444 ,r M-3x6 Truss designed for wind loads in the plane of the truss only. M-3x4 40,4' _ 3 M-1 5x3 y e1 13 ,n a✓ M-5x6 -M-4x9 o $ .y 12 m d' 1 _ MOO M-3x10 9 r o 10 11 . 0 o M-3x4 M-1.5x3 M-5x10 0 a 3.00 3.00 12 12 )' > l l y y 5-01 4-10 3-014-08-12 8-03-04 P 1-00 9-11 y 7-09-12 y 8-03-04 1-00 \cod GI 4, / y s 26-00 w� 9 89200PE c-- JOB NAME : POLYGON NW PLAN 7-B NH - B2 Agilill!� Scale: 0.2098 , � /' WARNINGS: GENERAL NOTES, unless otherwise noted: lY Truss: B 2 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual p� OREGON w 40 `4w and Warnings before construction commences building component Applicability of design parameters and proper J'• y.Vv A. 2 2x4 compression web bracing must be Installed where shown 0. Incorporation of component b Me responsibility of the building designer. (m at\ ` 3 Additional tempora• ry bracing to Insure stability Outing construction 2 Design assumes the top end bottom chorda to be laterally braced at J' -f A t VV �"it'+ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'o.c.respectively unless braced throughout their length by 1 Y DATE: 12/10/2015 the overall structure is the responsibility of the building designer. continuousximpa tidgamlor such l as ac plywood required w Or s own 0 arywen(ec). ✓f t� `B- 4.Coload should be applied to 3.2x Impact bridging or lateral bracing where shown t a0 C 1 SEQ. : K 15 8 9 6 6 9any component until after all bracing and 4.Inetalletion of truss la the responsibility of the respeGWe contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be appllad to any component. and are for"dry condition of use. 5.Compurrus has no control over and assumes no responsibigty for the LL.S.Design assumes full bearing at all supporta shawl or wedge f EXPIRES:- /3 / � fabrication,handling,shipment and Installation of components. sary. 7.6.This design is furnished subject to me limitations set forth by A Design assumes beel located oadequate drainage to truss,endd. 1 0,201 5 8.Plates=hall Ioraletl on both faces of toles, places so Meir center TPIANTGA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. s.Digits indicate else of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.8.7(1 y-E 10.For basic connector plate design values see ESR-1311,E$R-1988(MiTek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-270) 1528 3- 8=(-383) 258 BC: 2x4 KDDF #111310 SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9=(-124) 1001 8- 4=(-128) 638 WEBS: 2x4 KDDF STAND 3- 4=(-1590) 399 9- 6=(-298) 1528 4- 9=(-128) 638 LOADING 4- 5-(-1590) 399 9- 5-(-383) 258 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 139H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. ICOND. 2: Design checked for net)-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" 13-00 13-00 6-09-04 6-02-12 6-02-12 6-09-09 Design conforms to main windforce-resisting T f f f f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.4ft, TCOL=4.2,BCDL-6.0, ASCE 7-10, 19-9x66 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, y .(-4' End vertical(s) are exposed to wind, ss inloads / J inuthedplaneeoffor thewtruss only. M-1.5x3 M-1.5x3 3 / rn o O �� C 1 - ED oW A 7 ^a' 8 9 6 0 IM-3x9 M-3x9 M-3x9 M-3x9 1 O o M-3x5(5) 1 1 1 1 8-10-03 8-03-11 8-10-03 rt R 0 1 1 1 19 1-00 26-00 1-00 �L 89200PE mac" JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2098 = i WARNINGS: GENERAL NOTES, unless otherwise noted: 1110 OREGON "�,/``a.. 1 Builder and erection contractor should be edueed of all General Notes 1.This design is based only upon the parameters shown end is for an Individual Ix Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper G \u A, 2 2x4 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the bulming designer. /� {I 0 a,{ 3.Addonal temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords b be laterally braced et • 14, r Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and el 10'o.c.recpectivety unless braced throughout thee length by continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). /..Fj F l I L` DATE: 12/10/2015 the overall etnheture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bhadng required where shown++ a i�fl v SEQ. : Ki5 8 9 6 7 0 4.No load should be applied to any component until after all bracing and 4.Installation of trine is the responsibility of the reepedte contractor. fasteners ere complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-wrtosive environment, TRANS I D: LINK design mads be applied u any component and are for'd,y condNon'of use. 6.ConpuTrus has no control over and assumes no responsibility for the e.Design assume.full bearing et all supports drown.Shim or wedge t EXPIRES:my 12/31/2015 2/31/2015 fabrication,handling,shipment and installation of componentsa ssary. shi . T.Design assumes adequate drainage is provided. December 10,2015 6.This design is furnished subject to the limitations sal loth by 8.Plates shall be located on boM feces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will ba furnished upon request lines coincide with joint center lines. m uTrus Software 7.6.7(10-E 9.Digits Indicate size of plate In inches. MiTek USA,Inc./Co F1o.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 2012 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: 2x9 KDDF STAND LOADING 9- 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 c= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1495) 390 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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 2012 AND IRC 2012 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) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural ICON D. 2: Design checked for net(-5 psf) uplift at 24 "On spacing. Vertical members (oos). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL- 0.002" @ -1'- 0.0" Allowed= 0.100" Unbalanced live loads have been MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed- 0.133" considered for this design. MAX LL DEFL - -0.041" @ 11'- 0.0" Allowed= 1.054" MAX TL CREEP DEFL - -0.084" @ 11'- 0.0" Allowed - 1.406" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.133" 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 14-00 system and components and cladding criteria. 140 mph, h=22.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 5-11 $-01 2-00 3-01 10-11 Wind: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), < 5 -M-9x9+ load duration factor=1.6, 12 s - i2 M-4x6 End vertical(s) are exposed to wind, 6.00 17' Q design 6.00 Truss designed for wind loads 4 in the plane of the truss only. ®e M-3x4 M-2.5x4 or equal at non-structural diagonal inlets. M-3x9 3 ote`M-3x4+ 00 a, : o r f of 1 2_ 8 -v9 ,T, 30 g"-• o o M-3x4 M-1.5x3 M-1.5x3 11 1 M-5x8(S) M-3x4 0 t.10) PROFc- y > y ) cod OiNE ', 5-09-04 5-02-12 5-02-12 9-09-04 y �C.sN? '�,� / J' J, 1-00 26-00 89200PE fir-- dor JOB NAME : POLYGON NW PLAN 7-B NH - B4 ,..�{ �dr• .�y.. Scale: 0.2298 i./ rt WARNINGS: GENERAL NOTES, unless othervdse noted: 1r , OREGON b. A. Truss: B4 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 /© 1 Y 1 f 2° P-i- end Wamings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component la the reapucelbillty of the building designer. 3.Additional temporary bracing to inaure stability during construction 2.Design assumes the lop and bottom-hays to be laterally braced a1 1 RIO-L`- `'1 is the responsibility of the erector.Additional permanent bracing of T o.c.end et f 0'o.c.cost as plywood unless braced Throughout their length by DATE: 12/10/2015 the overall structure is the res continuous sheathing such as plywood required mg(Ts)and/or drywan(8GL responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ SEQ. : K 15 8 9 6 71 4.No load should be applied to any component only after all bracing and 4.Installation of truss le the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes Imsaea are to be used M a non-corrosive environment, EXPIRES; 12/31/2015 TRANS I D: LINK design roads be applied to any component. and are for'Wry condition•of use. 6.end/ Tms has no contra over and assume,no red 8.Design assumes full bearing at all auppoM shown.Shim or wedge if December 10,2015 pu responsibility lle-essay, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BM,copies of which will be furnished upon request lines coincide with(olnl center lines. MiTek USA,Inc./Com uTrus Software 1 LE 7.6.7 - 9.Digits indicate size of plate in inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MUsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uspacing. uplift at 24 "oc s cin TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h-15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSE Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IHC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 12 6.00 TIM-9x9 12 3 Q 6.00 oer71 2 -A'gallialIllillIl illIllIl 11 ` 4 0 M-3x5(5) oI M-3x4 M-3x4 b y 10-00 y 12-00 y 1-00 y 22-00 \C GI R., /4 4 89200PE r JOB NAME : POLYGON NW PLAN 7-B NH - Cl ,00/'....o►. Scale: 0.3558 ........ • WARNINGS: GENERAL NOTES, unless otherwise noted: a`a., Truss: C 1 1.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown end laforn Indlvldual `S7 4 OREGON w /.i. end Warnings before construction commences. building component.Applicability of design parameters and 7 A V� /c"V 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component b the responsibility of the building designer. 476 t,' fy♦ t""s 3.Additional temporary bracing t insure stability during construction 2.Design assumes me lop end bottom chordsten to be laterally braced at r L! �Y1r Is the responsibility of the erector.Additional permanent bracing of 2'c.c.end et 70'o.c.respectively unless braced Throughout their length by DATE: 12/10/2015 me overall structure la the responsibility of the building designer. 2 imps us sheathing bridging or such as plywood aired There s and/or drywall(BC). �."}s �� 4.No load should be applied to any4.In impact boil his or lateral bracing required the whpre shown+a 1+••(`f SEQ. KI rJ89672pp time strand until after 4.Design asumeussisahs responsibility uofMeonpectosi contractor.environment.fasteners are complete and at no time should any loads greater than E.Design assumes Misses are to be used in anon-wrtoaive enWronment TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility forme 8.Design assumes full bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2015 3 / 0 fabrication,handling,shipment and installation of components. necessary. 8.This design is famished subject to the limitation set forth I.Designassumesbeelo adequate drainage Is trussea December 10,2015 by e.Plates shall located on both faces of Was,and dated so their canter TPI/WICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center limes. 9.Digits indicate size of plate In Inches. Mi7ek USA,Inc./CompuTrus Software 7.8.7(1 L)-E to.For basic connector plate design values see E5R-1311,ESR-1988(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2o4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=1-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 3- 4=1-1318) 338 9- 6=(-253) 1261 4- 9=1-111) 492 LOADING 4- 5=1-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT 0= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 1098 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed= 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T 12 T f f T system and components and cladding criteria. 12 M-4x6 6.00 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=1.6, 4 End vertical(s) are exposed to wind, IGp Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 -1.5x3 m O M ae O cn 1 _1_) a O 2-'-' 8 9 mil 6 7 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 to b 1 y 7-06-03 6-11-11 y 10-00 y 12-00 ), �� p PROk-s 1-00 22-00 b l NGINEFR �',o 1-00t'J /lr ` - 89200PE ter" JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2433 1111110 / _ WARNINGS: GENERAL NOTES, unless otherwise noted: 0 11w Truss: C 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 7 ORES("�N "``'��.•. and Warnings before construction commences. building component.Applicability of design parameters and proper I/ v L 2.2a4 compression web bracing must be Installed where shown•. incorporation of component la the responsibility of the building designer. f✓ 'A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at <� Y Y A 2 �'"i" Is the res 2'a.c.and at 10'o.c.respectively unless braced throughout melt length by 1 ei'r responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` DATE: 12/10/2015 me overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracingrequired where shown•• � R,�{.. SEQ. : Ki5 8 9 6 7 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the res fasteners are complete and at no lime should anyloads5.Desipons ty respective contractor. greater than tin assumes trusses aro b be used In anon-conosive enWronmeM, TRANS I D: LINK design beds be applied to any component and are for`dry condition'of use. 5.CompuTrua has no control over and assumes no responsibility for the 6.Desitin assumes full bearing at all supports shown.Shim or wedge if 12/31/2015 20 fabrication,handling,shipment and installation of components. necessary. 8.This design Is furnished subject to me limitations set forth by 8.Designesassumes adedon neothifageto Hoss,an [December 10,2015 TP9WTCA in SCSI,copies of which Mil be tarnished upon request. 8.Elates s colncltle with Joint can both lines. m buss,and placed so mNr center 9.Dyes Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.8.7(1L)-E 10.For bask connector plate design values see ESR-1311.ESR-1988(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND, 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 4160TR 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)+EL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL - 25 PIE Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall ION. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuT rue gable end detail for complete specifications. 11-00 11-00 T '1 12 D IIM-4x4 12 6.00 3 Q 6.00 li 0 2 ' 4 o To 1 ..:41g1INN1.„ s"o 0 M-3x5(5) o M-3x4 M-3x4 J. y J.1 0o b 10-00 22-00 12-00 �c �� .R0pt. ?. �� ;9200PE mac` JOB NAME : POLYGON NW PLAN 7-B NH - C3 �'� Scale: 0.3558 - C� 444110. WARNINGS: GENERAL NOTES, unless°Mends°noted OR.EL�OIV Cr* 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters designar'Mown and is for en individual Truss: C 3 and Wamings before construction commences. building component.Applicability of parameters and A� Incorporation proper �„ 90s,N -/. 2.204 compression web bracing must be Metalled where shown+ Incorpwelbn of component le me responsibility of the building dealgrror. 3 Additional temporary bracing to insure stability during construction 2 Design assumes o.tap and bottom chants to be laterally braced at /� • 14, �(y Is the responsibility of the erector.Additional pememenl bracing of 2 ox.and at 10 se.respectively unless braced throughout their length by T- DATE: 12/10/2015 the overall sbucture Is the responsibility of the building designer. 3.2s imcontipact act briduous gin or lateral brathing such as acing aired where sand/or drywall(S1). //w.,�"}('} p bridging graqulree where elwwn++ "^'i�n(L•� SEQ. : K l 5 8 9 6 7 4 4.No toed should be applied to any component until after all bracing and 4.Installation of truss Is the reepon°IbnHy 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 non-corrosive environment. TRANS I D• LINK design loads be applied to any component and are for dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation of components. Design an assumes7.necessary. ee0equetedra1nege1opresDecember 10,2015 B.This design is furnished subject to me limitations set forth by e.Plates shell be located on bora feces of truss,and placed so mein center TPIANTCA in BCSI,copies of which will be furnished upon request. Ones coincide with Joint center Ones. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1955(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 • 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5-(-311) 220 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX BORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL= 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 T 1' 1' 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T 1' '1 1' 1' system and components and cladding criteria. 12 12 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=15ft, L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 End vertical(s) are exposed to wind, Ju - Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 ce M O O a t 1 "_ m 175 : A �, 0 2 S _ oI M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 6 0 1 b . ,1 J' 7-06-03 6-11-11 7-06-03 y 10-00 y 12-00 y � �0 pROr4s. . 1-00 22-00 1-00 wC./ "". N tGR f`2 ' ' 892007E rr JOB NAME : POLYGON NW PLAN 7-B NH - C4 4 ,/!1�+1''' Scale: 0.2433 .--..... WARs9dsra GENERAL NOTES, unless o heMw noted: ��1OREGON Ley Truss: C 4 Builder s be or construction should be advised of all tartare Notes buil deacon based only cabn the parameters parsewn and is roper Ind iduel sIy A and Warnings before canatmclbn commences budding component.Applicability of design parameters and proper a'j� 2.204 compression web brecing must be Installed where shown♦ Incorporation of component is the responsibility of the building designer. ' "1t� 2.° 2 ) 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braead at / ',(�,f V Is the responelblilty of the erector.Additional permanent bracing of 2'o.c,end at 70'o.c.respectively unless braced throughout their length by t{ DATE: 12 l U/2 Q 1$ continuous'headline such as plywood sheathing(TC)and/or drywall(SC). �&'R R I�+� / the overall structure is the responsibility of the building designer. 3.2'Impact bridging or lateral bracing required where shown + SEQ. : Ki5 8 9 6 7 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete end et no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and am for'dry condition'of use. EXPIRES: Y� (� 5.Cam Trus has no cannot over and assumes no res 6.Design assumes full bearing at all supports shown.Shim or wedge If 1 2/31/201 5 pu responsibility for the neceuary. febdcation,handling.shipment and installation of components. 7.Design assumes adequate drainage Is prodded. December 1 0,201 5 5.This design is furnished subject to the limilotions set forth by 8.Plates shag be boated an 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. g.Digits Indicate size of plate in Indies. MiTek USA,Ina./CompuTrus Software 7.8.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-4=(-99) 81 BC: 2x4 KDDF #166TA SPACED 24.0" O.C.WEBS: 2x4 KDDF STAND 2-3=( -7) 3 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 1'- 0.0" -29/ 205V -18/ 93H 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner - 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 4.0" Allowed = 0.159" 3-00 MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" T T MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 4.00 Li- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, 3 2 Truss designed for wind loads in the plane of the truss only. Lil El PROVIDE SUP'.' i r 0 , 00000kaddll ill .-t -1 1 o N O M-3x8 M-1.5x3 y y 3-00 1 y . 4-00 PROFp, � < N ' ANGEf � R w 89200PE mac' JOB NAME : POLYGON NW PLAN 7-B NH - Dl / . , Scale: 0.6153 = � -�f WARNINGS: GENERAL NOTES, unless otherwise noted: Y " Truss: D1 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and la far an individual -314, OREGON ".. and Warnings before construction commences. building component.Appllcablllly of design parameters and proper A At 2.2x4 compression web bracing must be Installed where shown+. incorporation of component la the responsibility of the building designer. ( +ry\ '\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 7 f A (�V Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 18'a.c.respectively unless braced throughout melt length by i`^t(, DATE: 12/10/2015 the overall structure Is me res continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `R R 1�� responsibility of the building designer. 3.25 impact bridging or lateral bracing required where shown++ SEQ. : K 15 8 9 6 7 6 4.No load should be applied to any component until after all bracing end 4.Installation of Imes Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-cosoxve environment, TRANS I D: LINK design wads be applied to any component and are for'Wry condition.'of use. 5.Compurrus has no control over and assumes no rapensibirty for the 8.Desitin assumes con bearing at all supports shown.Shim or wedge N EXPIRES: •,P I R ES. 12/31/2015/ 0 fabrication,handling,shipment and installation of components. necessary. 8.This design is furnished subject to the limitations set forth by T.Design assumes adequate drainage is russ,a. December 102015 be located8.Plates shell located on both faces of truss,end placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTNS Software 7.8.7(1 L)-E 9.Digits Indicate size of plate In Inches. 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 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF A1&BTR SPACED 24.0" 0.C. WEBS: 2x4 RODE STAND LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. EON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"01. UON. DL ON BOTTOM CHORD- 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 RODE ( 625) TOTAL LOAD= 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 ROOF ( 625) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 POP Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY ODE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CONE. 2: Design checked for net(-,:o5 psf) uplift at 24 "or spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.004" @ 0'- 0.0" Allowed= 0.100" MAX TL CREEP 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 - -0.010" 2'- 7.0" Allowed = 0.274" 12 MAX HORIZ. LL DEFL - -0.003" @ 3'- 11.2" 9.00 MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 2 -/ Design conforms to i windforce-resisting system and compcnensland cladding criteria. Wind: 140 mph, h= 9.13:10 8ftCDL=9.2,BCDL=6.0, ASCE7-10,(A11 Height ), Enclsed, Cat.2, Exp.H, MWFRS(Dir ,oad duration facto =1.6,nd vertical lslareexposedtowind,russdesignedfor ind loads r- in the plane of the truss only. 0 ti 10 1� , I 0 o M-3x8 1 /\ 1 y 3-00 c\O b 4-00 b `�< NAG P INE. c/0 I PROVIDE FULL BEARING;Jts:4,3,2 -I !V � �,w� ..4.7 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - D2 :. /(II.. Scale: 0.8962 h. WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON [tcj�4. Truss: D2 Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an mtlWitluel 4'./6 11 t �ryN `,, and Warnings before canswcrlon commences. building component Appllcabluty of design parameters end proper `) -7/ y V 2.2s4 compression web blaring mull be installed where shown+. Incorporation of component Is the responsibility of the building designer. v i ! Q'. 3.Additional temporary bracing to Insure slabllty during conatnutlon �.Desitin assumes the top and bosom chordslar to be laterally braced at ...'1 R RILL Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively a plywoodly unlace braced throughout mein length by DATE: 12/10/2015 the overall structure is the responsibility of the buildingdesignee continuous sheathing such as sheathing(TC)and/or drywall(BC). 3. Impact bridging or lateral bracing required where shown++ SEQ. : Ki5 8 9 6 7 7 4.No load should be appliedIn to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, EXPIRES:. 12/31 /2015 TRANS ID: LINK design loads be applied to any component. and are for'dry condition•of use. Design 5.CompuTrus has no control over and assumes no responsibility for the 8 necesea soothes full bearing at all supports shown.Shim or wedge d December 10,2015 fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. Ones coincide with joint canter lines. MITek USA.Inc./Com uTrus Software 7.6.7 1 L-E 9.Digits indicate size of plate In Inches. p ( 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL-4.2,BCOL=6.0, ASCE 7-10, DL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall USN. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 I -. 3 -/ 0 I 0 0 (%1 2 i I co O 1 od M-3x4 4 )' )' b 1-00 8-02 w -Gf`t 89200PE ter" JOB NAME : POLYGON NW PLAN 7—B NH — El Scale: 0.6366 ^� _ '1 WARNINGS: O.10W de NOTES, unless otherwise maparameters 'c7 OREGON �44 Truss: E 1 1.and Wand erection contractor on co be advised of all General Notes 1.buil design isn based onlypl upon c o parameters shown and 1p for an Individual F/+" nd Wamings before construction commences. building component.Applicability of design parameters and pruner A 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the building designer. �0` 3.Additional temporary bracing to Insure stability during construction - 2.Design assumes me lop end bottom chorda to be laterally braced at �© 1 4 �A Is the responsibility of the erector.Additional permanent bracing of 2'..and at 10'o.c.respectively unless braced throughout their length by �- DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. continuous0spaIbridging r such as acing rplywooe hiredsheatng where own+Orywall(BC). r1�` '( y t 3.In Impact bridging or lateral bracing required where shown++ +•,r:1 1-•'' SEQ. : K 15 8 9 6 7 8 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 arts complete end at no time should any loads greater man 6.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design wads be applied to any component. and are o do condition.of use. 6.CompuTnre has no control over and assumes no responsibility for the 6.Design assumes fan bearing at all supports shown.Shim Of wedge H EXPIRES: 12/31/2015 fabrication.handling,shipment and Instenetion of components. 7.Design assumes adequate drainage Is provided. December 1 0,201 5 6.This design is furnished subject to Ore limitations set fold by 8.Plates shall be located on both faces of Wes,and placed so their center TPIIWTCA In BCSI.copies of which will be furnished upon request. Ilnea coincide with joint center lines. Mi7ek USA,Inc./Com uTrus Software 7.6.7 - 9.Digits Indicate size of plate In Inches. 1 LE p ( ) 10.For basic connector plate design values sea EBR-1311,ESR-1989(MITek) This design prepared from computer input by ISI Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x4 KDDF X16BTR SPACED 24.0" 0.C. 2-3=(-105) 88 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0'- 0.0" -68/ 479V -33/ 97H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.294" @ 4'- 1.7" Allowed - 0.484" MAX TC PANEL TL DEFL = -0.393" @ 4'- 1.7" Allowed = 0.727" 7-10-04 0-03-12 f .( .f MAX BORIZ. LL DEFL = 0.001" @ 7'- 10.3" 12 MAX HORIZ. TL DEFL - 0.001" @ 7'- 10.3" 4.00 M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, lidill1 I11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 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 ti 0 o ni r 1 � � 2C 5 0 M-3x4 M-1.5x3 b b 7-10-04 0-03-12 b ,l y 1-00 8-02 <c, ,c,O PRQF INE- / �w � G6�pct' :9200p c . JOB NAME : POLYGON NW PLAN 7-B NH - E2 l '� Scale: 0.5366 io , �� se WARNINGS: GENERAL NOTES, unyupon hparameters T4. ! 0 RE:GON �t�" Truss: E 2 amide,and erection contractor shouldobe advised of all Genera Notes This design Isbasednt.only ca upon the0 parameters sewn and Is for r mdNlduel NI),and Warnings baton construction commences building component Applicability of design parameters and proper w 2 234 compression web bracing must be instated where shown 4. incorporation of component Is the reepanalbllity o1 the building tlealgner. L,;. YA` 3.Additional temporary bracing to Insure stability during construction 2.Design 1assumes me top and bosom chords to be laterally braced at O !' f A} V. � Is the responsibltity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout coal,length by /'t DATE: 12/10/2015 the overall structure Is the reION of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 't.1 74 R10- aeons dY 9 3.i s Impact bridging or lateral bracing required where shown++ ++. SEQ. : Ki5 8 9 6 7 9 0.No load should be applied b any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used'm a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition•of use. 5.CompuTns has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.ahem or wedge If EXPIRES: 12/31/2015 ' shipment and installation of components. necessary. fabrication,handling, 7.Design assumes adequate drainage is provided December 10,2015 8.This design Is fuSished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so their center TPIAVICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Digits Indicate size of plate In in hes. MiTek USA,Inc./CoepaTru3 Software 7.6.7(lL)-E 10.For basic connector plate design values see ESS-1311,ESR-1988(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x4 KDDF 41&BTR SPACED 24.0" WEBS: 2x4 KDDF STAND O.C. 2-3=(-69) 49 LOADING 3-9=( -7) 3 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 PST BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0•' 0.0" 0'- 0.0•' -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 10.1" Allowed = 0.279" 4-11-04 0-03-12 MAX TC PANEL TL DEFL = -0.093" @ 2'- 8.1" Allowed 0.919" MAX BORIZ. LL DEFL = 0.000" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL - 0.000" @ 4'- 11.2" 4.00 V Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ,ri in ti 0 0 I N r rd O M-3x4 M-1.5x3 / / / 4-11-04 0-03-12 / / / 1-00 5-03 ��(10 PR QF�rss ;5 ANG'NE h' w `� 89200PE ter` JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.5895 = / _ WARNINGS: GENERAL NOTES, unless otherwise noted 0 s�-^ �" Truss: E 3 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown end is for an Indildual "? OREGON A ei. and Warnings before construction commences building component Applicability of design parameters and proper 7 A y` �•/ 2.204 compression web bradng must be installed where shown+. Incorporelbn of component is the responsibility of the building designer. ..9(,� (y l A. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et �O f F i A t VV "'fi+• la the responsibility of the erector.Additional permanent bracing c/ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /114 /+'Y � DATE: 12/10/2015 the overall structure Is the res continuousxImpatsheathing or Dtch i b acing re meed col TC)ss drywall(BC). � �( responsibility of the building designer. 3.2x Impact bridging or lateral bracing required whore shown++ 4' SEQ. : El5 8 9 6 8 0 4.No bad should be applied to any component until after all bracing and 4.Installation of Irvss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D: LINK design bads be applied to any component. and are for•dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Dealers assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: R /20 fabrieetse.handling,shipment and installation of components. necessary. 7.Desigdrainae Is e.This design is furnished subject to the limitations set forth by 8.Platesn nshall be lmatedassumesuate on both faces of truss,ed.and placed so their center December 10,2015 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com UTnls Software 1 7.8.7 LE- 9.Digits Indicate sloe of plate In Inches. p ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) / This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 BUDS #1&BTR SPACED 24.0" 0.C. Design conforms to main windforoe-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL= 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 12 4.00 N Aldilli I 0 N 2 u) I Eli 4 M-3x4 J' y y 1-00 5-03 P R Opt. � � <cN90 • � � ' ',-M.- 892OOPE • • JOB NAME : POLYGON NW PLAN 7—B NH — E4 1. Scale: 0.7529 �a!l� • j.� WARNINGS: GENERAL NOTES, unless otherwise noted: 7r t/OREGON '"V 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 individual % _IANTruss: E 4 and Warnings before construction commences. building component Applicability of design parameters and proper / V 2.204 compression web bracing must be Installed where shown+. Iincorporation of component is the responsibility of the building designer. O -1).-f�r s �'y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at "FIR 10 V is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'ac.respectively unless braced throughout malt length by V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 8 9 6 81 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, EXPIRES: 12/31/2015 TRANS ID: LINK design bads be applied to any component. and are for'dry condition•of use. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge a December 10,2015 fabrication,handling,shipment and installation of components. necessary. 7.Designassumes el adequate drainage is provided. 5.This design Is furnished subject to the limitations set form by 8.Plates shell be boated on both faces of was,and placed so their center TPIAtTCA 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 7.6.7(0L)-E 10.For basic connector plate design values see E5R-1311,ESR-1985(MATek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths offsets are indicated. I Failure to Follow Could Cause Property a (Drawings not to scale) Damage or Personal Injury MM. 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 SCSI. TOP CHORDS O_7/��,rMMINF2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I _ O .. p bracing should be considered. O Ai Oz 3. Never exceed the design loading shown and never I � stack materials on inadequately braced trusses. R 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 C6-7 C5-6 designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ,IPIndicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at Output. Use T Or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 Mitek®Ali Rights Reserved approval of an engineer. ■=� reaction section indicates joint , Wmill .1 III Ell number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use ofreen or treated lumber may y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Mil19.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 sufficient. BCSI: Building Component Safety Information, MiTek4 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.01/29/2013