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Plans (92) mit MiTek5 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. tcQ`0) PR Optt �s ANG 1 N F sib 2 89782PE y,L OREGONE4 �qRY 15, '7y irMAUL Vk" AOP:;.)0e. • • August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS I 1-0-0 I P-5-6 1 I 1-2-0 I FIL7,6H Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e ki i I o oir N / N—if 114\ / a/ _/-N o/ i N 0 0 0 o e o a e e ' 6. • 2 Ai 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 II 3x5= 3x5-- 3x5 3x5= I 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.V)— [8:0-1-8.Edge].[19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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 CC:- . P R OFFS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,SCO' , GI NEF. `S/19 p Uniform Loads(plf) 2 Vert:16-24=-8,1-15=80 �C .89782 P E r Concentrated Loads(Ib) Vert:2=-674(F) am 59,y OREGON o'er-"Q 79 & Y15s2!`� PAUL V1/4 EXPIRES: 12/31/2016 August 7,2015 4 t At 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 M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hri fhtc CA 45fi10 Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFVuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 I I 0-10-8 I I 2-6-0 I Scale:1/2"=1' 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 34x4= 4 5 6 7 8 • o_ _ • i -jr — o \ \ N o * o e ♦ o 1: 13 12 11 10 9 3x4= 1.5x3 I I 1.5x3 I I 4x6= 3x6= 3x4= I 1-1-12 11-8-12 12-3-12 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 1 Plate Offsets(X.Y)— [2:0-1-8.Edgej,[3:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �c�Ep PRDFF,s,, -_ 't- 8•782PE 9r' 9 . , 4,OREGON , Q- �9k PA UL R\�" EXPIRES: 12131/2016 August 7,2015 e t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. ` Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP:1 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 cknia Heights,PA 95R1n Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51 WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ 1 2-6-0 °i I 1-2-0 1 10 814 Scale=1:22.8 1.5x3 II 1.5x3 11 3x4= 3x4= 1.5x3 11 3x4 = 1.5x3 11 1 2 3 4 5 3x4= 6 7 8 i ' C • _ / \LI. 000 - .- .e N e e to e e 41110 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 II 3x6= 3x4= I 5-10-2 16-5-2 7-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 P:.- •ffsets XY 4:0-1-: the 5:0- d.e LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft 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(fiat) 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. cO PRQ1 • E�`� 0SNF 4 '7 ''I'9 Q 89782PE v - .00°‘;' am 4/OREGON ��" 1,4 xiRY 15'2 4r ir PAUL 9\ EXPIRES: 12/31/2016 August 7,2015 B A NM WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. , Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 r:itn)Heights,cA 95A1n Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxz8jokyffsSGMIm6rT v9ITEGtylhJmpVygBiP 1 2-6-0 1 1 1-8-6 I I 1-2-0 I l 0-8-14 1 Scale=1:25.0 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 e e y o— 1811111111.-e e o I —\ No I 9 e 6 e e A 1'& 13 12 11 10 3x4= 3x6= 1.5x3 11 1.5x3 11 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.Edge].[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,3-4=-2010/0,4-5=-2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <cv` ' PRQp' SrS ��`� - NEF, /O 2, `C /9,782 PPEE �<-' S+,L OREGON ��Q,- 1,9 .. 4RY 15' lQ, k PAUL R,� EXPIRES: 12/31/2016 August 7,2015 e 1 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. — Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 Citrus Heights cA swin Job Truss Truss Type Qty i 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 hJmpVygBiP I 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 e o e e o @ o 1--- O N 1 10 9 8 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= I 2-3-101 2-10-10 3-5-10 I 9-7-0 1 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edgel.[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. <`,q0 PROpeo �� c., �NGINEF/9 /02� 89782PE . )il• •REGON Q 1R �' 24RY A6, A,`'`,Q, PAUL 9\J EXPIRES: 12/31/2016 August 7,2015 / _ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 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. Nil' 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 A fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/I911 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 cons Heights CA 9%111 Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamu5spGpReg3G?e203vZYjzhM5FL3JLyygBiO I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I 1 1-2-0 I I 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 i ! o _ o -® • • t"e o Na ° e 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4 = 12-10-12 I 4-10-12 15-5-12 16-0-12 1 11-8-12 2-0-12 15-11-12 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 10-7-0 I 3-1-0 Plate Offsets(X.Y)— 17:0-1-8.Edgej.[12:0-1-8.Edge1.[15:0-1-8.E•ge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012TTPI2007 (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. \��Ep. P R Q,rFss • 6�5 �NGINEF24 /0 k, 2 J4/ 89782PE -yf' 1111111, X92 OREGON o�N Q' 94, xl py A ,r?' 1-AUL ' EXPIRES: 12131/2016 August 7,2015 8 8 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIi-7473 rev.02/16/2015 BEFORE USE. Design Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1'. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r'itme Hei0htc(:A 95615 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_guz0g0nnEBGYKrz?RiDBE U?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 II 1 2 3 3x4= 4 5 6 e e • e w 0 N I k e e 11 10 9 8 A 1.5x3 II 1.5x3 II 3x6= 3x4 = 3x4= I 2-0-14 1 2-7-14 I 3-2-14 14-4 2-0-14 0.7-0 0-7-0 6-1-N Plate Offsets fX.Y)— (2:0-1-8.Ed ael.f3:0-1-8 .Ed LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 40.0 PlatesIncrease 1.00 TC 0.24Vert(LL) -0.04 8-9 >999 480MT20 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:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���Ep PRQF4.• �r�g �N�'INEFR �� • ?'9 89782PE r• III yy •REGONZoN. "Stir P4 U Rev EXPIRES: 12/31/2016 August 7,2015 II WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.02/16/2015 BEFORE USE. Design void for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. t' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/WPl1 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 citrxq Heights cA 4F610 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 Aug07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjf(QPgygB iM I 2$0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 I I 1-2-0 110-8-8 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e N ee o ee e 1 16 15 14 13 12 1 3x4 = 3x4= 3x4= 3x6= 1.5x3 ll 4x4= 3x4 = 12-10-12 I 4-10-12 F5-5-12 16-0-12 1 11-8-12 'f2-3-12) 1 16-44 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 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/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=-2435/0,4-5=-2435/0,5-6=-2821/0,6-7=2821/0,7-8=-2063/0,8-9=-2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=-559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=-1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���Eo. PROFFs 7N4\ 89782P E 91 • 776/ iD• NI 9' •REGON O� .y,9 �gp'1Yi5.2�Q' 1ir °AUL RAJ EXPIRES: 12/31/2016 August 7,2015 4 , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE ' USE. �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/rP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,78114.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:itnw Hnightq DA 4F810 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MIIgEJcfn0E07HADVCgiGheXZnbxA2zXyJH_yHygBiL 2-fi-0 I 2-1-12 1 1 1-2-0 110-9-8 I 2-3-0 I I 2-3-0 I I 1-2-0 I l Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 •i , a m a • N ® e e O O e ��` yyy e e 6 1 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-12 r-0-12 I 11-8-12 12-3-121 1 16-2-8 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y1— 17:0-1-8.E.gej.[12:0-1-8.Edge].[15:0-1-8,Edgel.[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-2402/0,4-5=-2402/0,5-6=-2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-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. �4E0 PR OFFS �c , �NGINEFR �'/O2-�'. kc- 8•782PE r •7 9 OREGON ',�Q S1 4. 4RY '1 ' 9.9�Q� 9h- AUL x -J EXPIRES: 12/31/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown he is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M-Tek° 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/IPI1 Quality Criteria,DSB-89 and BCSI Buiding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citn in Hnightc CA 9501n Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y I 6-4-8 ( dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury 'M_= Dimensions are in ft-in-sixteenths. h14L. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0-1/16" MINSIE2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 p bracingmarequire should be consid alternative Tor I O d. 1_-_,Iior O �� 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. r- O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 c6-7 6 designer,erection supervisor,property owner and plates 0-''u' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10,Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in 400 • Indicated by symbol shown and/or spelcial f edects,equal to or better than that by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. ••••••••-• 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �1,/(, 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 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, I\/1 ri l 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 Re: 7-A GE AT GARAGE NH-KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1345829 thru K1345848 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PRapes, c.;\ NG1NE /02 89782PE r' 94- PAUL R 1 16 August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci{lg. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. (JON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE Wind: 190 mph, h=29.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 POE load duration factor=l.6, Truss designed for wind loads LL = 25 POE Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall U0,1. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-102 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-03-04 8-03-09 'I' 1' '( 12 IIM-4x9 12 14.00 1 3 7\114.00 o /11111111oi f- � M-3x9 M-3x4 V PR OF 1-00 16-06-08 1-00 ..- 9782PE r'" JOB NAME : POLYGON NW PLAN 7—A NH — Al Scale: 0.2641 I / _—-- WARNINGS: GENERAL NOTES, unless otherwise noted 1(e,fi OREGON 7 Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and Is for anndividual tea. Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper jae (4� 2 284 compress on web bracing must be Installed where shown v. Incorporation of component is the responsibility of the building designer. '1! L.feO a.�Y ,S V ,� 3.Additional temporary bracing to Insure stabilty during construction 2 Des gn assumes Me top and bonom clwrds to be roughoNNrally braced at l '7/+')' �1,�. N the responsibility of the erector.Additional permanent booing of T o l and at 10 o c respecisely unless braced throughout their length by DATE: 8/10/2015 the overall structure is the responsibility of the buildingdesigner. continuous us shgemmg suchrl bs plywood required s ownand/a drywall(BC). PA1'j l '�'�. p b 3.20 Impact bridging or lateral bracing required where shown** U SEQ.: K 13 4 5 8 2 9 4.No load should be applied to any component until after all bracing and 4.Installation llation of truss is the are o sibe u6sed Int a non-corNe rosive contractor.environment. fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component and are for dry condition"of use. TRANS ID: LINK S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports should.Shim or wedge if nmesmry. EXPIRES: 12/31/2016 L EXPIRES: fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sac of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 9101370 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-89) 965 3- B=(-270) 278 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3-(-704) 207 8- 6=(-70) 383 8- 4=(-269) 530 LOADING 3- 4=(-546) 278 8- 5=(-270) 278 4- 5=(-596) 276 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-709) 207 BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 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" -149/ 809V -292/ 292H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'II-__ 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc s y11g, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 8-03-04 8-03-09 f fMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-03 4-00-04 4-00-04 4-03 MAX LL DEFL = -0.002" @ 17'- 6.5" Allowed = 0.100" f f f f f MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = -0.019" @ 10'- 0.2" Allowed = 0.387" M-9x6 12 MAX BC PANEL TL DEFL = -0.047" @ 3'- 9.1" Allowed = 0.498" 19.00 N14.00 4.0" MAX HORIZ. LL DEFL = 0.006" @ 16'- 1.0" 4 MAX HORIZ. TL DEFL = 0.009" @ 16'- 1.0" 11 I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3n M-1.5x3 M-1.5x3 3 0 0 oP� I B �= o 0 1 M-3x4 M-3x8 M-3x4 0 y p r )' y 8-03-04 )' 8-03-04 y PROFE. --' -. io 1-00 i-00 ,5o ' ' 11V � 16-06 08 89782PE .e JOB NAME : POLYGON NW PLAN 7-A NH - A2 --,___,-,<:71 , Scale: 0.2614 _ v . WARNINGS: GENERAL NOTES, unless otherwise noted: Truss A2 1.Builder and erection contractor should be advised of all General Notes This desgnIsbased only upon the parameters shown and IsBran individual •' ' oREG©N and Wamings before construction commences. building component Applicability of design parameters and proper - 17 -OREGON• 2N. d �. 2.2v4 compression web bracing must be installed where shown.. incorporation of component Is the responsibility of the building designer. -!/' 3.Additional temporary bracing to insure stabil ty during construction 2.Design assumes the top and bottom chords m be laterally braced at jk �pry.. .t , s the responsibility of the erector.Additional permanent bracing of 2o.c.and alor respectively unless braced throughout theirlength by i \ ay. DATE: 8/10/2015 the overall structures the responsibility of the building designer. continuous sheathing such l b plywood air a where shown and/or tlrywall(BC) 4.No load should be applied to any3.2a Impact bridging or lateral bracing required where ++ - SEQ. : K1345830 ppcomponentuntilafterallbracingand 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are m aryoandgiop^ortao. 5.CompuTrus has no control over and assumes no responsibility for the 0 Desis ssumes Nil bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. nets ry. { B.This design Is furnished subject to the limitations set forth by 8.Patio^hall b^esaded oneoth face is provided. an August 10,2015 8.Plates shat be locales on both laces of truss,and placed so their center TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. MiTek USA,Inc./CompuTms Software 7.6.6(1 L)-E g.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-19813(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-(-6136) 1370 1- 6=(-864) 3722 2- 6=( -630) 2990 BC: 2x4 KDDF #1&BTR 2- 3=(-4D64) 1042 6- 7-(-868) 3740 2- 7=(-1886) 570 LOADING 3- 4=(-9069) 1042 7- 8=(-778) 3740 7- 3=(-1999) 5772 WEBS: 2x4 KDDF STAND; 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6136) 1370 8- 5=(-774) 3722 7- 4-(-1886) 570 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL) 14.0)- 64.0 PLF 0'- 0.0" TO 16'- 6.5'• V 8- 4-) -630) 2990 BC UNIF LL( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 16'- 6.5" V BC LATERAL SUPPORT <= OC BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 12 . UON. BC LATERAL SUPPORT <= 12.00. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1450/ 644BV -256/ 256H 5.50" 10.32 KDDF ( 625) 16'- 6.5" -1450/ 6448V 0/ OH 5.50" 10.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP J%- ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: \/�/ 9" oc in 2 row(s) throughout 2x6 top chords, COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. /X\/X\ 7" oc in 2 rows) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.039" @ 4'- 5.2" Allowed = 0.781" 9•' oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.079" @ 4'- 5.2" Allowed = 1.042" MAX HORIZ. LL DEFL = 0.014" @ 16'- 1.0" 8-03-04 8-03-04 MAX HORIZ. TL DEFL = 0.024" @ 16'- 1.0" 4-06-15 3-08-05 3-08-05 4-06-15 Design conforms to main windforce-resisting 1' f f '1 system and components and cladding criteria. 12 12 M-4x10 Wind: 140 mph, h=24-lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 714.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor-1.6, 3 i:, Truss designed for wind loads 1 in the plane of the truss only. M-3x6 1111 M-3x6 1 1 o li MUM . 111.11-1111MMI i Ill 17'70 0 1._ 6 7 8 `5 I M-5x10 M-3x8 M-7x10 M-3x8 M-5x10 Io o cOPROF J' 4-05-03 y 3-10-01 y 3-10-01 y 4-05-03 * c� y y `0- NlNE� 4 � 7 16-06-08 �, At89'782(®E " • ..00'JOB NAME : POLYGON NW PLAN 7-A NH - A3 Scale: 0.2332 WARNINGS: GENERAL NOTES, unless otherwise ramete -yam tOREGON '� Q, 1 Builder and erection contractor should be advised of all General Notes 1.TMs design Is based only upon the parameters shown and s br en individual Q • Truss: A3 and Warnings before construction commences. building component Applicab Iny of design parameters and proper y/ --Ab--,- 2 ��j' 2.2e4 compresalon web bracing must be Installed where shown s Design asincorporaton of the top an s the respond b tM1y a the buildingbraced ed at r. " 'R_:r \{b t -' V 3.Additional temporary bracing to"sure stability during construction 2.Design melopandvel unm chordsbbelaterally bracetlen _ Is the responsibility f the erector.Additional permanent of 2 continuous at heathb rsuch as ply plywood sbracetlihroughoullhelr length by �/{�' /+� pone No peru"s"e" continuous sheathing such as plywootl sheeming(TC)and/or tlrywall(BC). �-" A�UL ��. DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown O s 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. ". . SEQ.: K 13 4 5 8 31 fasteners are complete and at no time should any loads greater man s.Design assumes trusses are b be used m a non-corrosive environment. and are for dry condition of use design loads be applied to any component. TRANS ID' LINK 6 Design assumes full bearing atall supports shown.Shim orwedge If EXPIRES': 12J3�i1Z 1 s.CompuTrus has no control over and assumes no responsibility kr me necessary. 6 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 10,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIAMCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CempeTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc s TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 paci�lg. Design conforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.3ft, osed .2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UOV. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ref Rx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-06 3-06 ' T T 12 12 IIM-4x4 14.00 7 N 19.00 2 RRA, V� Alli41\16. _,. ,_, 0_,.„............. , �,,oo o0 M-3x4 M-3x4 l y 7-00 c GLNc /. � E.44 Q 89782PE • JOB NAME : POLYGON NW PLAN 7—A NH — B1 v� `� j Scale: 0.5570 "0, ._____ WARNINGS: GENERAL NOTES, unless otherwise noted, Se's OREGON J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Be parameters shown and is for an individual 9 ^ Truss: B1 and Wamnga before construction commences. building component.Applicability of design parameters and pro V 2.204 compressbn web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. A �y 2 �j,� 3.Additional temporary bracing to insure stabildy during construction 2 Design andattassumes the lop and bottom unless be to be laterally bracetl at � +'•� T' ''�„�,' ,Fr� Is the responsibility of the erector.Additional permanent bracing of 2 continuous at l0 o.c.respectively unless bracetl lhroug and/or their length by r DATE: 8/10/2015 the overall structure is the responsibility of the building designer. xImpact sheathing suchrl bracings acgrtlshe d where s owna tlrywall(BC). [] 3.In Impact bridging or lateral requires where shown t a r SEQ.: K 13 4 5 8 3 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design mads be applied to any component. and are for dry conditionof use. �/ 5.CompuTrus hasnocontrol over and assumes no responsibility kr the 6.Design assumes lull bearing al al supports shown.Shim or wedge if EXPIRES. 12/31/2016 fabrication,handling,shipment and installation of components. —"m, .1 d. 6.This design is furnished subject to the limitations set forth by7.Design hall assumes adequatebboth face to tpruss,an August 1 0,2015 8.Plates cbe located on beth faces of truss,end placed so their center TPNMCA in SCSI,copies of which will be fumishetl upon request. lines coincide with joint center lines. B.Digits indicate size of plate in inches. MITek USA,Ina./CompuTnls Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ES6-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" !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 DF #1&BTR; SPACED 29.0" O.C. Design conforms to main windforce-resisting 2x9 KDDF #11800 82 system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 POP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall DON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12-04-04 12-04-04 T T T 12 I IM-9x4 12 7.00 1— 2 Q 7.00 N WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. , 1 N 0 Ia Po i//iii//////////////Cl/////////////////////////////////////////////////U //////////i////////// LL / i / u / /// / / 4 o I M-3x5(5) o M-3x4 M-3x4 y y y 10-00 19-08-06 � �R�9F�CS y } • - • , . �24-08-08 ;.I �, . % . I-91-82-PE- - • JOB NAME : POLYGON NW PLAN 7-A NH - Cl Scale: 0.3090WA . —� 1. iNGS: O.Thu de NOTES, unlessotherwisentereeata .1-// O R EG OI ', 1.Builder and erasion contractor should be advised of all General Notes 7.TMs design is based only upon the parameters shown and s for an intlry dual _ N ^� Truss: Cl and Warnings before construction commences, building component.Applicability of design parameters and proper Amt (�V 2 2x4 compression web bracing must be Installed where shown+. incorporation ofcomponent is the responsibility of thafbuilding designer. TiC}�� AtiAG ,�V 3 Additional temporary bracing to insure stability during consiructon 2 Design assumes the top andb Mom chords to be lata ly braced a[ 7 "i J is the respons b u N of the erector.Additional permanent bracing of 7 o.c.and a[10 o.c respS pigely unless braced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PIA j C"�_; p tyo g 3.2x Impact bridging or lateral bracing required where shown++ L SEQ.: 1<13 4 5 8 3 3 4.No bad should be applied to any component until after all bracing and 4.Installation of truss ssumes is the are to responsibility bsytl t t a non-corrosive respective belve ntracenvironrment, fasteners are complete and at no time should any loads greater thanand tin aur TRANS ID: LINK design bads be applied to any component. 6 Designre or"dry condition" arnf ut silty supports Shim or ere f G CompuTrus has no control over and assumes noresponsibility for the asumes bearing ppo tlgei EXPIRES: 12/31/2016 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so Meir center TPIAVICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. ' MTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basin connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2655) 608 1- 7=(-473) 2459 7- 2=( -195) 1460 BC: 2x4 KDDF #1013112 SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1190) 335 7- B=(-466) 2401 2- 8=(-1691) 453 3- 4=( -987) 311 8- 9=(-199) 1225 8- 3=1 -172) 678 LOADING 4- 5=(-1544) 313 9- 5=(-198) 1227 8- 4-1 -556) 202 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 57 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 4- 9=( 0) 326 OVERHANGS: 0.0" 12.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V D/ OH 5.50" 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciflg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed = 1.190" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed = 1.586" MAX LL DEFL = -0.002" @ 25'- 8.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 25'- 8.5" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.077" @ 24'- 3.0" MAX HORIZ. TL DEFL = 0.128" @ 24'- 3.0" 12-04-04 12-04-04 5-10-12 T Design conforms to main windforce-resisting 6-05-08 5-03-07 7-00-13 system and components and cladding criteria. Wind: 140 mph, h=22.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 7.00 IM-4x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.00 load duration factor=l.6, 4.0" Truss designed for wind loads 3 in the plane of the truss only. AA M-3x4 M-3x6 01.111 0111111. 1 I ee M-3x5 Lo M5x6 Lno ft-4 Se (_!V o 1** B 5 5 0 M-3x9 I o M-5x10 M-1.5x3 - a 3.50 3.50 12 12 y y y b b 5-09 5-03-08 6-07-03 7-00-13 R), y y b b *cp Por5-09 5-03-08 13-08 1-00 � , � � t�l y � t � / 24-08-08 � V JOB NAME : POLYGON NW PLAN 7-A NH - Cit %/��� I • � Scale: 0.2375 ,i�=- -- WARNINGS: GENERAL NOTES, unless otherwise noted: IP' f` Truss C2 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 OREGON and Warnings before construction commences building component Applicablrty of design parameters and proper 7 V I Y O 2.2t4 compression web bracing must be installed where shown+. Incorporation of component s the responsibility of the building designer. 3.Additional temporary bracing to insure stability during constructor 2.Design assumes the top and bottom chords to be laterally braced at 41A:t;�-lb �� is the responsibility of the erector.Additional permanent bracing of 2oc.and at 70 o.c respectNay unless braced throughout their length by �/� r� r `( S. DATE: 8/10/2015 the overall structure la the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)g(TC)antl/or tlrywell(BC). !i ' V PAUL 3.2,Impact bridging or lateral bracing required where shown++ SEQ.: K13 4 5 8 3 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tresses are to be ued in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are m dry condition"of 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. assumesEXPIRE$• 12/3.1/2(316 6.This design fumshedsubject tothe limiationsset forth by B.Design baded on drainageflo truss, August 10,2015 B.Plates inside located on both(aces of truss,antl placed so their center TPI/WICA in BCSI copies of which unit be furnished upon request lines coincide with joint center linea. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 9.Dlgfts indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-2890) 810 1- 7=(-543) 2485 7- 2=( -234) 1475 2x6 KDDF #1&13TR T2 SPACED 24.0" O.C. 2- 3=(-1185) 519 7- 8=(-534) 2426 2- 8=(-1650) 445 BC: 2x4 KDDF #1&BTR 3- 4=( 0) 0 8- 9=(-387) 1244 8- 3=( -217) 641 WEBS: 2x4 KDDF STAND LOADING 3- 5=(-1025) 424 9-10=(-386) 1245 8- 5=( -547) 364 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1540) 527 10- 6=(-427) 1224 5- 9=( 0) 232 TC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" OC UON. FOR 0'- 0.0" -241/ 1057V -126/ 128H 5.50" 1.69 ROOF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 2.5" -17/ 365V 0/ OH 131.00" 0.58 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 1084V 0/ OH 131.00" 1.74 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spaciksg. M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed= 1.187" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed = 1.583" Unbalanced live loads have been MAX HORIZ. LL DEFL = 0.079" @ 24'- 8.4" considered for this design. MAX HORIZ. TL DEFL = 0.130" @ 24'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-06-12 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1' . load duration factor-1.6, 5-10-12 6-05-08 5-02-08 0-00-15 17-05-13� Truss designed for wind loads 'n the plane of the truss only. I IM-4x4+ 12 � 12 12 7.00 9 M-5x6 Q 7 00 Q 7 00 Gable end truss on continuous bearing wall. M-1x3 or equal typical at stud verticals. Refer to speck gable end detail for complete specifications. M-4x6 A.3 �r �M-4x4 �� M-5x6+(8) M-3x6 1 2 0 If oa 141444444444:4:444‘m ee 1111111111111111: M-3x5 'n o M-5xCr 6 _ 1` :a 1 8 9 10 I M-5x10 M-3x5 M-3x6+(S) o o M-3x4+ 4 3.50 3.50 I .. 12 12 •' V PR04, b y y y y Y c 5-09 5-03-08 6-07-03 6-06-13 10-11 y y ,,Gj • G1N>E`�C:9 l0ti J, yy 24-01 1-00 5-09 5-03-08 J' y 0 A-9'782PR 35-01-08 1-00 JOB NAME : POLYGON NW PLAN 7-A NH - D1 Scale: 0.1790 4 ..7 'r1 WARNINGS: GENERAL NOTES, unless otherwise noted $ 4OREGON REG©Nrt53 T 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an indry dual Truss: Dl and Warnings before construction commences. building component Applicability of design parameters and proper 1a "# A5 +t" incorporationof component islba responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown« 1I 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at - P'A UL .. 2'ob.and al 101 o.c.respectively unless braced throughout their length by is the responsibifily of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structures the responsibility of the balding designer. 3.2x Impact bridging or lateral bracing required where shown a a 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. EXPIRES': V p 12/31/2016 4rf1q-t/�f�5 G SEQ.: K1345835fasteners are complete and atnotmeshouldanyloadsgreaterthan 5.Desgnass mea hooses are tobeused nanontorcoslveenvironment, CAPIRE ILfJ IlGV1 V TRANS ID• LINK design bads be applied to any component. Designand assor umes full boob use. L �(C G L 5.CompuTrus has no control over and assumes no responsibility for the 6 nDecasse ssumes full bearing al all supports shown.Shim or wedge if August 10,2015 sports y necessary. fabrication,handling,shipment and Installation of components. 7.Desgn assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BEST,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In Inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see E5R-1311,ES12-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4268) 838 1- 8= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. (-657) 3798 8- 9=( -303) 2203 11- 6=(-251) 211 2- 3=(-1965) 489 8- 9=(-657) 3711 2- 9=(-2202) 480 WEBS: 2x4 KDDF STAND 3- 4=(-1516) 448 9-10=(-234)234) 1697 9- 3=( -21) 320 LOADING 4- 5=(-1505) 452 10-11=(-216) 1597 3-10=( -671) 259 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2124) 509 11- 7=(-359) 1912 10- 4=( -275) 1096 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2348) 510 10- 5=( -657) 256 TOTAL LOAD = 42.0 PSF ++ For hanger specs. - See approved plans 5-11=( -51) 494 LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1475V -232/ 232H 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOND 2- :g h l d f r per: fr t 24 9• VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.206" @ 5'- 9.0" Allowed - 1.710" MAX TL CREEP DEFL = -0.412" @ 5'- 9.0" Allowed = 2.281" MAX HORIZ. LL DEFL - 0.127" @ 34'- B.O. MAX HORIZ. TL DEFL - 0.211" @ 34'- B.O. Design conforms to main windforce-resisting system and components and cladding criteria. 17-06-12 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-10-12 5-05-04 6-02-12 5-08-06 5-08-06 6-01-15 f f f fload duration factor=1.6, f Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 M-4x6 Q 7.00 4.0" 4 ,r4-/( M-5x6(S) 3 M-5x6(5) .1 0.25" 0.25" 3 * t@ M-3x6 M-1.5x3 2 + Aidlipp6 `e'e 00111110014 Aiii1111116\ M-3x8Lo ..000000°. 8 o M-5x8 0 1.* 9 10 't 11 .F7 o o -M-6x6 0.25" M-3x4 M-3x5 l M-5x8 0 a 3.50 3.50 D (S) 12 12 • y y y R:20 P OfiEs5-09 5-03-08 6-06-04 8-07-07 8-11-05y y y y . 1E5-09 5-03-08 24-01 ��. ..c, P ,9- y y 35-01-08 89782P8 JOB NAME : POLYGON NW PLAN 7-A NH - D2 / _ Scale: 0.1739 v ��'i6 WARNINGS: GENERAL NOTES, unless otherwise noted Truss D2 1.Builder and erection contractor should beadvised ofall General Notes This design sbased only upon the parameters shown and isfor anIndividual OREGON '+ and Warnings before construction commences building component.Appllcebldy of design parameters and proper - 1.; ---.4&. A --YA- 2.224 compression web bracing must be installed where shown+. incorporation of component is the responsib Iffy of the building designer. "� '(f�P �y- ` 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be leterelty braced at �- Q k;I' `, s the respons OIOty of the erector.Add/t onal permanent brat ng of 2 o l and at 10 o.c.respectvely unless braced throughout their length by / c T �� DATE: 8/10/2015 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) 1.i j the overall structure is the responsibility ty of the building designer. 3.SA Impact bridging or lateral bracing required where shown++ -AUL SEQ.: K13 4 5 8 3 6 4.No mad should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumesnon -corrosive trusses are to be used in a nocorrosive environment, TRANS I D: LINK design loads be applied to any component• and arefor-dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 0.Design assumes full bearing at an supports shown.Shim or wedge if -EXPIRES: PIRE i2/3112016 fabrication,handling.shipment and installation of componentsnecessary. y el:rn . 7.Design assumes adequate drainage is provided. August 10,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI7WTIA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. MRek USA,Inc./CompuTms Software 7.6.6(I 1_)-E 9.Digits indicate size of plate in inches. 70.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 35'— 1.5" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 29.0" 0.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=29.3ft, .2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 92.0 PSF load duration factor=l.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UOV. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 17-06-12 17-06-12 T . T 11-08-09 5-10-03 5-10-03 11-08-09 T 1' T T 12 IIM-4x4 12 7.00 V. pjq WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OFA BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING M-3x5(S) M-3x5(S) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY �� 4y FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL :RACING TO THE HINGE CONNECTION SITUATION. 111111111k 2 'I,I I,1` 9 1 mi o M-3x5(5) o M-3x4 M-3x4 - i PRpf 17-06-12 17-06-12 y I � Si . 1-00 35-01-08 G(i- 782 p{� pew®`T- �`. 8 E 1• .. JOB NAME : POLYGON NW PLAN 7—A NH — D3 Scale: 0.2319 WARNINGS: GENERAL NOTES, unless otherwise noted: N.1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual A '$�' OREGON O Truss: D3 and Warnings before conatruWon commences. building component.Applicability of design parameters and proper "L� /. {L 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ".a'l � Irl f 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom bertls[odbe throughoutlly braced at 7 '^1i J Is the responsibility of erector.Additionalpermanentf 7 o.c.and atea 10'o.c.respect ply unless braced their length by p ty obracing o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tit DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ .L!L SEQ.: K 13 4 5 8 3 7 4.No bed should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility or the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. and are for TRANS ID: LINK desgnloads beapplied toany cerd:esnt Design ycombear muga. 5.CompuTrus has no control over and assumes no responsibility for the 8 necessary. assumes full bearing al all supports shown.Shim or wedge if EXPIRES: 12/3-1/20-16 ry. { CA I�SC�7 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,InoJCotnpuTrUs Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1986(Mflek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2309) 503 1- 8= (_ BC: 2x4 KDDF #14570 SPACED 24.0" O.C. (-216) 1971 2- 3= -45) 205 WEBS: 2x4 KDDF STAND 2- 3=(-2088) 501 8- 9=(-216) 1658 8- 3=( -45) 460 3- 4=(-1496) 451 9-10=(-214) 1589 3- 9=(-640) 253 LOADING 4- 5=(-1495) 450 10- 7=(-359) 1902 9- 4=(-282) 1122 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2109) 505 9- 5=(-653) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2336) 509 5-10=( -50) 483 TOTAL LOAD = 42.0 PSF specs. - See approved plans 10- 6=(-251) 211 ** For hanger LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 1470V -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 1470V 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. CONE. 2: Desi,.�y.....-.L ._, O ( ....-_-- saailz.s.., . g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.098" @ 17'- 5.2" Allowed = 1.704" MAX TL CREEP DEFL = -0.199" @ 17'- 5.2" Allowed = 2.272" MAX HORIZ. LL DEFL = 0.045" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-05-09 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6-00-07 5-08-06 5-08-06 S-OB-06 S-OB-06 6-01-15 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .� f fload duration factor=l.6, 'r T Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 M-4x6 Q 7,00 4.0" 4 .(-71 M-5x6(5) M-5x6(5) 3.1' 0.25" 0.25" 3 iit 4* M-1.5x3 M-1.5x3 2 + M O 'n o o I B t- ,( .i1rn o �M-3x5 M-3x4 90.25" M-3x4 M-3x5 **7 o M-5x8(S) cR •O ) 8-10-11 ) 8-06-09 ) 8-06-09 ) 9-00-03 y r v„' % P R Ep. y _ � lni� l 35-00 y - '.-. �"/ . lt ,89782PE r"' JOB NAME : POLYGON NW PLAN 7-A NH - D4 • Scale: 0.1922 "re , WARNINGS: GENERAL NOTES, unless otherwise noted: _ } _ Truss D4 1.Builder and erection contractorshould beadvised ofall General Notes 1.This design is based only upon the parameters shown and Is for an Individual - OREGON o a and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2k4 compression web bracing must be Installed where shown.. incorporation of component s the responsibility of the building designer. �) ��,((yk�� 3.Additonal temporary bracing to nsure stab lity dur ng constructor 2.Design assumes me top and bottom chords to be laterally braced et j� � lel l `(- s the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10 o c/such as plywoodly unless braced throughout their length by - T { DATE: 8/10/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as sheet whereC)and/or drywall(BC) •L r 3.25 Impact bridging or required PAUL SEQ.: Ki3 4 5 8 3 8 4.No load should be applied to any component until after aN bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition"oruse. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Deg assumes NII beefing at all supports shown.Shim or wedge If EXPIRES.: !}Jai-{)ry/� fabrication,handling,shipment and installation of components. 7. ry E X�)7-iGJc. 1 C!J i I-GV1 Peter Shesomes heaed ate on eio ptruss, August 10,2015 6.This design is furnished subject to the limitations set forth by N.Plates shall be located on both faces of truss,and placed so their center TPIAN1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1 LE- 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 & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 WEBS: 2x4 OF STAND; 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF l'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci{:g. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 considered for this design. MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" JT 1: Heel to plate corner = 4.25" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed = 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" f .r f MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 I/ system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. IP 0 0 r, 1 -.111111111111a1111111111, o6►' 4 0:2415 M-3x8 M-3x8 M-3x5 y b b 6-03-04 1-01-12 y J' b 1-00 6-05 b )' 7-05 PR9�. - 4 NGN - � " �' s0 2w 89782PE JOB NAME : POLYGON NW PLAN 7-A NH - E 1lj�/�,� _.„----12 Scale: 0.5166 1 - --- G `I XX� WARNINGS: GENERAL NOTES, unless otherwise noted SF QAe ©IV 'ad 7 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an Individual RE 'Y ^s Truss: El and Warnings before construction commences buildingoomponent Applicability of design parameters and proper A V 2.204 compress on wall bracing must be installed where shown+ incorporation of component n the reeponsibilay of the bmMirg designer. "i R 7 { 3.Additional temporary bracing to insure stability during contracts 2.Design assumes the top and bottom chords to be laterally breced et 1 a 7 T 'I a" c Ue res oneibib f the erector.Additional [bracing f 2 o c.and at f O o c respectively unless braced throughout their length by p ly o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). B31 '�' , DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown+ SEQ.: K1345839 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no tee should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. Desanass,nre for fllbaringata. 5.CompuTrus has no control over and assumes no responsibility for the 8 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 1 0,2015 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIMRCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTnls Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. S: DF STAND; 2-3=( -26) 12 4-5=( 0) 0 2x4 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"OC. DON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) Unbalanced live loads have been 7'- 5.0" -40/ 270V 0/ 0H 5.50" 0.43 KDDF ( 625) considered for this design. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Desiart checked for net(-5 osf) uplift at 24 "oc spacing. JT 1: Heel to plate corner = 4.25" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed - 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 .� MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" 1' MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 4.50 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), M-3x4 load duration factor=1.6, End vertical(s) are exposed to wind, MIL Truss designed for wind loads III in the plane of the truss only. 0 001.1111.1 0 , 0 rn 0 6�� 4 .15 -/ M-3x8 M-3x8 M-3x5 b ). b 6-03-04 1-01-12 I I y 1-00 6-05 b 1 7-05 `t`D..P..8...0. 4 .-6„ wt""' JOB NAME : POLYGON NW PLAN 7-A NH - E2 �� Scale: 0.5166 /e WARNINGS: GENERAL NOTES, unless otherwise noted: Truss E2 1.Builder and erection contractor shout be advised of all General Notes I.This design isbased only upon the parameters shown and Isfor an individual -.7 OREGONh and Wamings before construction commences. building component.Applicability of design parameters and proper - /. (' P 2.2x4 compression web bracing must be installed where shown i. incorporation of component Is the respons b I°y of the building designer. 3.Additional temporary bracing to insure stability dunng censiruclbn 2.Design assumes the top and bottom chortle to be laterally braced at 9 - /gr -‘ �;/�`(E. is the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o c rsuch es eN unless braced throughout their length by [� I i �+' DATE: 8/10/2015 the overall structure is the responsibility of the building continuoussheathing such wooeuiredd wheresand/or tlrywall(BC). !� A� C;1 designer.acin 3.2x Impact of truss ng or lateral bracing required the shown a P [, SEQ.: Ki3 4 5 8 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. antlarerordrywntllnan or use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the S.Desig^aswmeafull beadngelatlwpportsshown.Shim orwedge it EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components a sary. d. 8.This design is furnished subject to the limitations set forth by 7.Pates"hafttbe cs oaed onate ofae lopross,en AUg USt 10,2015 B.Plesc inc®be with join e both faces of truss,end placed so their center TPVWfCA in BCSI,copies of which will be furnished upon request. lines coincide with Join[center lines. 9.Digits indicate six of plate in Inches. MiTek USA,Ino./Conlp0Tros Software 7.6.7(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-79) 23 1-4=(-68) 60 2-4=(-142) 120 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x4 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"00. CON. TOTAL LOAD = 42.0 PSF 1`- 0.0" -28/ 233V -18/ 48H 5.50" 0.35 KDDF ( 625) 4'- 6.8" -24/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) Unbalanced live loads have been LL - 25 PSF Ground Snow (Pg) considered for this design. [:OND. 2: Desian checked for net(-5 psf) uplift at 24 "oc spading. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL JT 1: Heel to plate corner = 4.25" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.005" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ 3'- 4.4" Allowed = 0.132" MAX TL CREEP DEFL = -0.014" @ 3'- 4.4" Allowed = 0.176" 3-05 1-01-12 MAX HORIZ. LL DEFL - -0.000" @ 4'- 4.0" T f 1' MAX HORIZ. TL DEFL = -0.000" @ 4'- 4.0" 12 Design conforms to main windforce-resisting 4.50 (7 system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. M-1.5x3 z • o 0 0 I ISI a 1 �.�II co O 1 4 ►15 ,' M-3x8 M-3x8 M-3x4 ) > ) 3-05 1-01-12 b b b 1-00 3-06-12 ) * 4-06-12 89782PE JOB NAME : POLYGON NW PLAN 7-A NH - E3 �- � %� Scale: 0.5632 • - -_-itill X� WARNINGS: GENERAL NOTES, unless otherwise noted: _ '740„, �1-lEU©^' 40 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands for an Individual Il C I Y O s Truss: E3 and Warnings before construction commences building component.Applicability of design parameters and proper !. C1 2.2x4 compression web bracing must be installed where shown+ incorporation of component IS the responsibility of the building designer. V�•�, { V� �. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally ttheirbraceat Is the responsibility of the erector.Additional permanent bracing of 7 o c and at 18'o c.rsuch as very unless braced throughout their length by continuous sheathing such aplywood aeIrsheathing(TC)and/or drywall(BC) PAUL ';\. DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing requireddwhere shown++ SEQ.: K 13 4 5 8 41 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes wawa are to be used In a noncorrosive environment, se. TRANS ID: LINK design loads be applied to anycomponent. and are ssumesMIiof al p� wedge 5.CompuTrus has no control over and assumes no responsibility for the 8.Dee full bearingat all su ds shown.Shim or we If EXPIRES:f RES:.12/31/2016 Seery. GA 1-TGJ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center • TPI/W16A in 6151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E ie.For basic connector plate design values see ESR-1311,ESR-1989(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 2: Design checked for net 5p 11g. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 g (— psf) uplift at 24 "oc s aci Design conforms to main windforce—resisting BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <— 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.4ft, TCDL=9 at.2,L=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, CExp.B, P7WFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, itt Truss designed for wind loads LL — 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UOQ. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ref Rx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 12 7.00 HM-4x4 12 3 Q 7.00 O 2 '' N 11113111111111116-: i O O M-3x5(S) o M-3x4 M-3x4 y )' b 10-00 12-00 :,gyp PR OFF 1-00 22-00 , .s 1NEki./0-. /89782PE e • JOB NAME : POLYGON NW PLAN 7-A NH - Fl • • Scale: 0.3307 -/two, / WARNINGS: GENERAL NOTES, unless otherwise notetl 1.Builder and erection contractor should beadvised stall General Notes 1.This design is based only upon the parameters shown and Is for anindrvdual 17 OREGON N. Truss: Fl and Warnings before construction commences building component.A pof co ppl ct is the oPoasgn parameters and proper rA/v, (�. 2.2x4 compress on web bracing must be natalled where shown incorporation of component s the responslbiltl of the bulking designer. 7 .,....„. � � •the 3.Additional temporary bracing to insure stability during construction 2 2 5.0.assumes the top and bottom unless braceda be lateraIN braced at j `/4 is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at ea o.c.respectiveN throughout their length by DATE: 8/10/2015 the overall structure is the responsibility of the building designer. continuoussheathing such lbas ac plywood required lnereah anon tlrywall(BC). ..,} t1` 4.No load should be applied m 3.2x Impact bridging or lateral bracing e where shown+a U .• SEQ.: K1345842 any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment TRANS ID: LINK design mads be applied m any component. and are tor dry condition.or use. / 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth byT.Plates s assumes adequate tondrainage e is truss,andd. gust 1 0,2015 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(7 L)-E 0.Digits Indicate see of plate in inches. 10.For bask connector plate design values see ESR-1311,ESR-1506(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 ROOF 111&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 57 2- 8=(-161) nos 3- 8=(-299) 232 BC: 2x4 KDDF fl1&BTR SPACED 24.0" O.C. 2- 3=(-1360) 305 8- 9=( -88) 718 8- 4=(-126) 521 WEBS: 2x4 KDDF STAND 3- 4=(-1195) 337 9- 6=(-207) 1085 4- 9=(-126) 521 LOADING 4- 5=(-1195) 337 9- 5=(-299) 232 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-1360) 305 BC LATERAL SUPPORT 6= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-( 0) 57 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 153H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 nsf) 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 = -0.035" @ 14'- 6.1" Allowed - 1.054" MAX TL CREEP DEFL - -0.071" @ 14'- 6.1" Allowed - 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.016" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.026" @ 21'- 6.5" T Design conforms to main windforce-resisting 5-08-13 5-03-03 5-03-03 5-08-13 T f system and components and cladding criteria. 12 12 Wind: 140 mph, h-22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 Q 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 4 d'-,( in the plane of the truss only. JV M-1.5x3 M-1.5x3 3 N N o 0 oc oe 1- FJIa] .r �- d' 1 _ 6 9 6 0 o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 ), ,1 J, i, 7-05-14 7-00-05 7-05-14 y 10-00 b 12-00 y �" PRpF S l y y y 5 \ tNE 1-00 22-00 1-00 �� '' z,9782PE r''' • JOB NAME : POLYGON NW PLAN 7-A NH - F2 i ,n,-- Scale: 0.2557 17 WARNINGS: GENERAL NOTES, unless otherwise noted: � OREGON 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 R C N ri,�� Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters end proper tr { 2 244 compression web bracing must benalalledwhme shown+. incorporation of component is the responsibility of the building designer. -1,e,-,7. .4.�7 1 �.: 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced ataT • _( j+ is the responsibilityfthe erector.Additionalpermanentof coc.and at t0'o.c respectively unless braced throughout their length by V o bracingconinuous sheathing such as plywood sheathing(TC)andror drywall(BC). PAUL ' _ DATE: 8/10/2015 the overall structure is the responsibiRy of the balding designer. 3.24 Impact bridging or lateral bracing required where shown++ �^1 V 4.No load should be applied m any component until after aft bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K13 4 5 8 4 3 fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied m any component. Desigand n assudre fullb adn.gate. J { 5.CompuTrue hes no control over and assumes no responsibility for the 8.necessary. cies full beedng al all supports shown.Shim or wedge if EXPIRES: '12/31 2016 ry, EXPIRES: C rL�! V fabrication,handling,shipment andto the etrodsents. 7.Design assumes adequate donbodrainage ispruss,a. August 10,2015 6.This design b furnished subject to the limitations set rods by 6.Plates shall be located on both faces of truss,and placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 PC: 2x4 KDDF #16BTR LOAD DURATION INCREASE 1.15 (Non-Rep) 1_ BC: 2x6 KDDF SS 2=(-12706) 2820 1- 8=(-2334) 10626 8- 2-) -536) 2544 11- 6=(-1920) 470 WEBS: 2x4 KDDF STAND; 2- 3=(-10990) 2372 8- 9=(-2318) 10550 2- 9=(-1920) 470 6-12=( -536) 2544 LOADING 3- 4=) -8090) 1872 9-10=(-1904) 8850 9- 3=( -776) 3504 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8090) 1872 10-11=(-1904) 8850 3-10=(-3170) 760 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-10490) 2372 11-12=(-2318) 10550 10- 4=(-1814) 7896 BC UNIF LL( 414.1)+DL( 301.6)= 715.6 PLF 0'- 0.0•' TO 22'- 0.0" V 6- 7=(-12708) 2820 12- 7=(-2334) 10626 10- 5=(-3170) 760 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5-11-) -776) 3504 ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA rY' Join together 2 ply with 3"0.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggeredBOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP 0'- 0.0" -1908/ 8576V -139/ 1390 5.50" 13.72 KDDF ( 625) at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, OND. 2: Design checked fox net)-5 psf) uplift at 24 "cc spap.y}tg, 9" oc in 2 row(s) throughout 206 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.144" @ 14'- 6.8" Allowed = 1.054" MAX IL CREEP DEFL = -0.291" @ 14'- 6.8" Allowed = 1.406" MAX HORIZ. LL DEFL = 0.048" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.081" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 12 T f f f f T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 7.00 IIM-6x6 Truss designed for wind loads 7.00 in the plane of the truss only. 6.0" M-3x6 M-3x6 3.0 C� M-3x6 M-3x6 2 6 S M-6x10 M-6x10 o ..4111kil pm INTI isii Il/I It�'� �n 6 9 M-3x8 10 11 12 -.7 0 M-6x6 0.25" M-6x8 l M-3x8 =M-8x8(5) )' y 4-02 3-03-04 y 3-06-12 y 3-06-12 )' 3-03-04 y 4-02 y �.�`�4 pRQ4.�, b zz oo y -� NAGIN E d% Gr✓ 89782PE JOB NAME : POLYGON NW PLAN 7-A NH - F3 _.,-----------"��_ -_� Scale: 0.2911 WARNINGS: GENERAL NOTES, unless otherwise noted: p /� Truss: F3 Builder and erection contractor should be advised of all General Notes This design s based only upon the parameters shown and is for an lndMtlual "st QREGON and Warnings before constructor commences building component.Applicability of design parameters and proper 4e Q 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the build ng designer. • .4e&- ft' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al '549.-. x1R.rr;-.A.5-1,-2:y� Is the responsibility of the erector.Additional permanent bracing of c o.c.and at td o.c reapestrvey unless Gated throughout their length by N/` r �_ T . DATE: 8/10/2015 the overall structure is the responsibility iiImpa t sheathing coshaspywoatl required where sand/or drywall BC. r' V p ty ofthe budding designer. 3.2z Impact bridging or lateral bracing requ red wfiere shown++drywall( ) SEQ. : (<13 4 5 8 4 4 4.No bad should be applied to any component unt I after all bracing and A Installalbn of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, -- TRANS ID: LINK design bads be applied to any component and are or"dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Deecselgassumesfull bearing at all supports shown.Shim or wedge if ssary. J fabrication,handling,shipment and Installation of cOmponents. 7 � �"' 12l3 � 61' 6.This design Isfurnished sub/est to the limitations set forth by 0. onPesgnhahbeelcteddrainagehis tasked August 10,2015 B.Plates be located e both faces of truss,and placed so their center TPIIWICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicatesiteof plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-1986(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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-229) 1261 3- 8=(-311) 220 SPACED 29.0" O.C. 2- 3=(-1509) 335 8- 9=(-103) 839 8- 9=(-111) 492 BC: 2x4 ROOF ST6NDR 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 992 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-(-1509) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 92.0 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" -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)1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (COND. 2: Design checked for nett-5 nsfl lrnlift at 29 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.093" @ 19'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 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 BORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. / 5-09-04 5-02-12 5-02-12 5-09-04 Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), fload duration factor=l.6, 12 12 End Vertical(s) are exposed to wind, M-4x6 Q 6.00 Truss designed for wind loads 6.00 4.0" in the plane of the truss only. in ..in M-1.5x3 3 M-1.5x3 5 in M o of l t 7 M �6 7 0 2 I M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 o b )' 5 7-06-03 6-11-11 7-06-03 - y y i' •�t,D PRO�rE * y 10-00 12-00 )' coy ``a t,GIN � . /0 , 1-00 22-00 1-9182PE •t-- JOB NAME : POLYGON NW PLAN 7-A NH - G1 •-i- Scale: 0.2557 WARNINGS: GENERAL NOTES, unless otherwise noted, /e1p C /' AI ��'j i Builder and erection wntrador should be advised of all General Notes t This design u based only upon the parameters shown and s for en Indry dual O fl G O,L rt Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper (/t 2 (i 2 2x4 compression web bracing mud be installed where shown e. corporation es the op an is the responsibility of the building designer. �+jL�[i • .L$ Y4- 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom asechotato be laterally braced at r. { -\ is the responsibility the ere dor. st nal 1 bracing t Y o c and at IS o.c.respectsety unless braced throughout their length by V ofpermanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(B0). PAUL U L 1;'. DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. SE K1345845 4.No load should be applied oany component until agerall bracing and 4.Designanofressissess responsibility Int the respective 4• fasteners are complete and at no time should any loads greater then n assumes design loads be applied to any componem and are for"dry condition-of use. TRANS ID: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES-. 12/3112016 • 5.CompuTrus has no control over and assumes no responsibility for the necessary. Ch(- GJ fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and patted so their center TPIANTCA in eCSI,copies of which will be furnished upon request. g pies indicate size oticcoincide int e In Inches. MiTek MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— D.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci4lg. TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main and cladding system and components and cladding criteria. TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, closed, Cat.L=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 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 CONT. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 T ,r 12 6.00 HM-4x4 12 3 Q 6.00 O 2 ' 4 P O I M-3x5(5) o M-3x4 M-3x4 y y 10-00 12-00 - )' D P-0 1-00 22-00 c��, GIN 3> 89782PE mac": . JOB NAME : POLYGON NW PLAN 7-A NH - GGE �i�� � Scale: 0.3662 ir �- C _ __ WARNINGS: GENERAL NOTES, unless otherwise noted: . OREGON ).. Truss: GGE 1.Builder and erection contractor shoulbeadvised ofall General Notes This design sbased only upon the pesign arshownandisforanlndnidual I �N". and Warnings before construction commences. building component Applicability of design parameters and proper F2.254 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 'Sr� Al 'j,' 3.Addklonal temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be latetaly braced at J,(>; }trY• '� t� SFr Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10.o c.sash a respectively unless braced throughout their length by �T - DATE: 8/10/2015 the overall structure is the responsibly of the building designer continuous sheathing such as pywoodidred ng(TC)and/or drywall(BC). �`� 3.In Impact bridging or lateral bracing required where shown t A.UL SEQ.: K 13 4 5 8 4 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design leads be applied to any component and are for"dry onainon^of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES. 12/31/2016 fabrication,handling,shipment and installation of coin necisnary. ` sujn components. 7.Design laessassumes adequate nbodrainage iatprovided. s,an August 10,2015 8.This design is Pomished sub)ect to the Iimkatlons set forth by 8.Plates shall be located on both faces of trues,antl placed so their center TPIANTCA in BC Si,espies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. . MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.Far basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 2'— 11.0" 'CORD. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" D.C. Design conforms to main windforce—resisting system and components and cladding criteria. WEBS: 2x9 KDDF STAND LOADING TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-05, BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, TOTAL LOAD= 92.0 PSF interior zone, load duration factor=1.6 Note:Truss design requires continuous LL = 25 PSF Ground Snow (Pg) bearing wall for entire span UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 2-09-04 0-01-12 T T T 12 9.00 D' M-1.5x3 3 -/ O Illigilligli 1 M 2 O 1 ti f ii tin M-2.5x4 M-15x3 y b 1 1-00 2-11 5.D PROFFs .5 EN 4t- GIN � .<0, 89782PE E -c-- JOB' NAME • '"JOB' NAME : POLYGON NW PLAN 7-A NH - H1 Scale: 0.7180 • . // —__ WARNINGS: GENERAL NOTES, unless otherwise notetl teC' ^' . 1.Builder and eredloncontractor shoulbeadveedofall General Notes 1.his design sbased only upon the parameters shown and sfor anIndiidual -y F,OREGON a Truss: H1 and Wemings before construction commences. building component.Applicability of design parameters and proper - e 2 2.2x4 compression web bracing must be natalled where shown+. incorporation of component Is the responds to of the building aesiener. q 2.Design assumes the top and bottom chords to be laterally braced at ��` _ 't 3.Additional temporary bracing[o Insure stability during construction 2 o.c.and at 10 o.c.respectNely unless braced throughout their length by ifir lathe responsibility of the erector.Addftonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -" �. 4 U7 ��_ DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown cc L SEQ.: K1345847 4.No load should be applied to any component until alter all bracing and 4. NationoftrusNetheereob epabused ane iity tthe respective contractor. menl, fasteners are complete and at no time should any loads greater than Design assumes TRANS I D: LINK design loads be applied to any component. 8 and for"dry conldbeadn f ut all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responslb lky for the cegn assumes g a ppo 9 EXPIRES: 12/31/201+5 ry L fabrication,handling.shipment and installation of components. T.Design assumes adequate drainage is provided. August 10,2015 8.This design Is famished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be lumished upon request. lines coincide with joint center lines. 9.Digits Indicate sree of plata In inches. MiTek USA,Ino./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=(0) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 0 WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"01. CON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 3BV 0/ OH 5.50" 0.06 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 12 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 LL = 25 POF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL FCOND. 2: Design checked for Ret(-5 psf) uplift at 24 "cc spa�lig. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 -/ Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, lir Truss designed for wind loads in the plane of the truss only. Al , r 0 1 N I i o q�� M-3x8 M-3x6 b y 3-00 y p PRp, r (PROVIDE FULL BEARING;Jts:9,3,2 I1S,.. }� p p ,: . :9782r E -` JOB NAME : POLYGON NW PLAN 7-A NH - H2 ��>t� Scale: 0.9959 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Truss H2 1.Builder and erection contractor should be advised of all General Notes This designs based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper - ^- 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the buiMing designer. '715). (J -!f/. 2O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at )� V^1 R k� ', -'..t7.-_----..`F s the responsibility of the erector.Add t opal permanent bracing of 2 o c and at 1P o.c.respectively unless braced throughout their length by T ` DATE: 8/10/2015 the overall structures the responsibility the build n continuous sheathing sten l aplywood required here s overand/n drywall(BC). �.` ` ofg designer. 3.2a Impact bridging or lateral bracing where shown+♦ t SEQ. : K 13 4 5 8 4 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility°Idle respective contractor. fasteners are complete and at no time should any loads greater than 5.Design a es trusses are to be used in a non-corrosive environment, " TRANS ID: LINK design loads beapplied toany component. and are or'tlrycontldon use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the B.Designessumesfullbearingalallsuppodsehoon.Shim°rwedgeiI EXPIRES: 12/31/2016 fabrication,handling,shipment installation of necessary pmen components. 7.Plates assumes adequate donbodrainage isprovided. August 10,2015 B.This design is famished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPtrWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sire of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek)