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Plans (2) 14752 SA/ 1(,: tri ifk, M&201(3-00r' I , sil NEI t r IV F LB 0 6 2019 CITY OF TIGARD MI MiTek BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <0,W) PRO 2 4�89782PE r' OREGON o�� "` G'9RY 15 2 ,'CZ' PAUL J syei 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 r 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-3PgAmvXGRtLNnC7tbEC3UCrS8yFTI vAVL]56CBygBiS 1 1-0-0 1 p-S-6 I I 1-2-0 I F- I 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 • ♦ - o e o e o - o o - e i N / \- / 'N a e , 2 23 22 21 20 1918 17 • 3x5= 3x5= 1.5x3 II 3x5= 3x5-- 3x5 3x5= I 7-0-14 17-7-14 18-2-14 1 14-44 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.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 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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 .��E "PR�FFss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Gj N NEF l Uniform LoaVertds(16-plf) 1-15=-80 �c O* Concentrated Loads(Ib) $ $zPE Vert 2=-674(F) �.-- -.N.'. liar ,�v OREGON o)�Q 1,9 LgF,y -5 ti<Q. k fie"-A.UL p••• EXPIRES:12/31/2016 August 7,2015 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/16/2015 BEFORE USE. ain. Design valid for use only with Mita 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 Infomralon available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citron Hnightc,rA 45610 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:DFkz9p3ICrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdtZNgfkdygB iR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 1 Scale:1/2"=1' 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 34x4= 4 5 6 7 8 e o _e9 o- O \_ No a\ o a e o 1 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= I 1-1-12 11-8-12 12-3-12 1 13-8-4 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.YI— [2:0-1-8.Edge].[3:0-1-8.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 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��,Ep.P R OFFss �,§5 �NG�NEFR /029 kc 8`:782PE c' — ,• /%, 97 OREGON`25)4)Q pA.0 L R` EXPIRES: 12/31/2016 August 7,2015 is A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. -- .. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/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 Citnw<Hni0hts CA osnin 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?ZVgaool aDG3yqBiQ 1 2-6-0 IP-S=lot 1 1-2-0 I I 0-8-14 Scale=1:22.8 1.5x3 II 1.503 I I 3x4= 3x4= 1.503 I I 3x4 = 1.503 I I 1 2 3 4 5 3x4= 6 7 8 e e e e a -e a i .- —\ N tr e b tr e • 14 13 12 11 10 3x4= 3x6=1.503 I I 1.503 II 3x6= 3x4= I 5-10-2 1 6-5-2 17-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X,Y1— 14:0-1-8.Edgel.[5:0-1-8.EdgSj LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/def1 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=1740/0,4-5=-1761/0,5-6=-1739/0,6-7=1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �Sk N FR s�o c� 2 • ,c 89782PE r• 0.dirr . • NM -9 OREGON �',�� 9li PAUL a, � EXPIRES: 12/31/2016 August 7,2015 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mitek connectors.This design Is based only upon parameters shown.and is for an individual building component. ��W Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Qualify 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 (:itnrc Heightc CA 9FR1f Al 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_WJOxZBjokyffsSGMIm6rT v91TEGtylhJmpVygBiP I 2-6-0 1-8-6 1 1 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 I I 1 2 3 4 53x4= 6 7 B a e i 1.7 \ o N I. I. 1.& 13 12 11 10 3x4= 3x6= 1.5x3 11 1.5x3 I I 3x6= 3x4= 7-0-14 17-7-14 18-2-14 1 14-4-4 -1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edge].[5:0-1-8.Edge] LOADING(pat) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/fP12007 (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. �, �NCalNE,c, /cam 9782PE r. 9,L OREGON c3, r,„. Q` 1,94'gptrA5 �(, ir PAUL 1- EXPIRES: 12/31/2016 August 7,2015 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. ��^ Design valid for use only with Mirek 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 Crtteda,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 Hrights CA 65610 • Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZBjokyffsSGMIm6rT_I9JyEJXylhJmpVygBiP I 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4 4 5 6 \— 0 N o e 1 10 9 8 31' 1.5x3 II 1.5x3 II 3x6 = \\ 3x4= 3x4= 2-3-10 12-10-10 13-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft 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 Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. . •co- P R OFFss s GI N8 W 89782PE r 57,L •REGON o'• 1,9 L'IRV A5 2(<, t,.. PAUL x0,0 - EXPIR :12P31/2016 August 7,2015 I f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. n"" . 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 lli 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 Qualify 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 (3tnte Hei0htq(:A 9567n 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 I I 1-2-0 11 0-9-8 1 2-3-0 1 I 1-2-0 I I 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • i !‘ 001.1.11.........1111 — 111111111111111111111111111111111111111111111114 .2 / 1114,444444444444444 - 0000000 - o N e e o o e e e e 1 Ad, 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5 = 3x4= 12-10-12 I 4-10-12 15512 16-0-12 1 11-8-12 123-121 I 15-11-12 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y1— [7:0-1-8.Edge].[12:0-1-8.Edge].115:0-1-8,Edge],[16:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0c .PR.Op �cgcf �N 3 N�FR /, Q 89782PE r ' ..._.1. . - . . MI • 7A OREGON 0^' Q 99 PAUL RAJ 4RY ib E PIRE: 22/31/2016 August 7,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02/16/2015 BEFORE USE. l."R 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 ffi 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/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 Height¢CA 99810 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guz0gOnnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 I I 1-2-0 11 0-8-14 11 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 fi 0 N O b e e O • 11 10 9 6 A 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = I 2-0-14 12-7-14 13-2-14 I 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��cD PR pFFSS co.d t •o /0 _kJ -57 7 - ,89.7 ' i► 92 •AEGON O^ 9,9, q�y ,5 �Q, MAUL R EXPIRES: 11/2016 August 7,2015 t ri A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. m— . Design valid for use only with Mifek 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/TPll Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 . faros Hnightc r;A gifiln Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page I ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGN FRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 I I 1-2-0 ii 0-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 1 1 0-8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I 14x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11111111111111111411111411141: - 0 N e e e e e e 46. 1 16 15 14 13 12 ..., 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 I fi-512 16-0-12 1 11-8-12 12-3-121 I 16-4-4 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.Y)— [7:0-1-8.Edge],[12:0-1-8.Edge],j15:0-1-8.Edge].[16:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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. �ti�5 PROpen Co 0.n 89782PE 1- aft 7 •REGON0� 99� �+ UL ,,41 Ay A6 A�Q EXPIRES: 12/31/2016 August 7,2015 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. aie -- Design void for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Quality Criteria,13513-89 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 C.itne Hni0htc CA gwre 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 Muck Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MIIgEJcfn0E07HADVCgiGheXZnbxA2zXyJH_yHyqBiL I 2-6-0 2-1-12 I I 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 I I 1-2-0 I Scale=1:28.2 4x4= 1.5x3 I I 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a • _ o 1./ %11rt,. 3/144444.44 - 0 0 er 1mg 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4= 12-10-12 I 4-10-12 154-12 r-0-12 1 11-8-12 123-121 I 16-2-0 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— [7:0-1-8,Edge],[12:0-1-8.Edge],[15:0-1-8.Edge].[16:0-1-8.E.ge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/def1 Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code 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=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. �vto P R OFFS ��<EN S N��c6) 6'/0 86782PE r' ; - 9 OREGON Oh 'Li1 lRy Ab(<,Q` EXPIRES:12/31/2016 August 7,2015 I I ®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. �6 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 Citric Heights CA 9k610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3j4" Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury MEM Dimensions are in ft-in-sixteenths. 'elk 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 orX-bracing,is always required. See BCSI. 0-1/16" MIIM2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 111NA may require bracing,or alternative Tor I O •• p bracing should be considered. OMAN, 0 � 3. Never exceed the design loading shown and never � U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�e c6a cs. O designer,erection supervisor,property owner and plates 0-'46' 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 4 x 4 width measured perpendicular 10.Camber is a non-structural consideration and is the p p 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 �//� Indicated by symbol shown and/or pecifi elects,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. I Indicates location where bearings (supports) occur. Icons vary but a 16.Do not cut or alter truss member or plate without prior ■=� reaction section indicates joint O 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. __,p 18.Use of green or treated lumber may 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, Mile Ie' 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 __, ,EIVED milFEB 0 6 2019 MiTek CITY OF TIGARD BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 7-A 8 INCH TAILS ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber& Truss Co.. Pages or sheets covered by this seal: K4437920 thru K4437939 My license renewal date for the state of Oregon is December 31,2019. V PROF /„.., 7' " 89200PE r ic. 4 OREGON�t, p.,/ /Q 1k 14 24'elP-}- Lk- dt- "deZito 1.2_ March 30,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSUTPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE =.1.15 1- 2=( 0) 57 2- 8=(-94) 482 3- 8=(-271) 277 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-704) 211 8- 6=(-70) 377 8- 4=(-260) 531 WEBS: 2x4 KDDF STAND 3- 4=(-546) 285 8- 5=(-271) 277 LOADING 4- 5=(-546) 286 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=1-704) 211 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 57 TOTAL LOAD = 42.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -136/ 771V -281/ 281H 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 16'- 6.5" -136/ 771V 0/ OH 5.50" 1.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 8-03-04 8-03-04 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" T 1' f MAX LL DEFL = 0.014" @ 8'- 3.2" Allowed = 0.781" 9-03 9-00-09 9-00-09 4-03 MAX LL DEFL = -0.000" @ 17'- 2.5" Allowed = 0.067" MAX TL DEFL = -0.001" @ 17'- 2.5" Allowed = 0.089" 1' 1' T 1' 1' MAX BC PANEL TL DEFL = -0.029" @ 3'- 9.1" Allowed = 0.498" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 14.007 N 14.00 MAX HORIZ. LL DEFL = 0.006" @ 16'- 1.0" 9 9.0" MAX HORIZ. TL DEFL = 0.009" @ 16'- 1.0" IIIII\ssoiso\s\s� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 0 0 U, titimmi ^iinmM111111111111.10:0 II' 8 o -3x4 M-3x8 M-3x4 o y b y ''C\ P R OPFss 8-03-04 5-03-09 J, y y y �NGINF � /p2� 0-08 16-06-08 0-08 :9200PP'E JOB NAME : POLYGON NW PLAN 7-A - A2 Scale: 0.2975 40////fr. GENERAL NOTES, unless otherwise noted: t.Builder and erection contractor should be advised of all General Notes 1.This design is based onty span the parameters shown end is for an individual OREGON �� Truss: A2 and Warnings before construaloncommences. building component.Appllsabilityatdesign parameters and proper YL � ,gyp, 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the bulking designer. / Ll �0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and sty choa be latera a t their at O -7 3" 14 Is the responsibility otos:erector.Additional permanent bracing of 2'o.c,and at 70'o.o,respectively as ely unless braced throughout their length by //� `f i` DATE: 3/30/2018 the overall structure Is the responsibility ofconmpact rhgglorauehespcwgrequod iredwh where shTC)and/or own �FRRII.\- pons ty o building designer. 3.2a Impact bridging or lateral bracing required where shown++ S EQ.: K4 4 3 7 92 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 bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and ere for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8 n ase necessary. es full bearing at ell supports shown.Shim or wedge if EXPIRES: 12-31-2019 umq fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MarcII 1302018 8.Thia design is furnished subject to the limitations set forth by 8.Metes shell be boated on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • B.Digits Indicate size of plate in Inches. MiTek USA,Ine./CompuTrus Software 7.6.8(1L)-E to.For bask connector plate design values see ESR-1311,EBR-1988(Weft) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting .. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 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 = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall DON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 8-03-04 8-03-09 f T T 12 12 IIM-9x9 14.00 7 3 .19.00 II 0 ,4dIII1II1 , 6x6 M-6 <0....S)0 PROpSS 0-08 b 0-08 y C.O � �I NSF s�(7 16-06-08 2 �""'�/ :92110•,. �r JOB NAME : POLYGON NW PLAN 7—A — Al ' Scale: 0.2792 _. WARNINGS: GENERAL NOTES, unless otherwise noted: M Truss: A l 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is for an individual OFT R EG O A 1 w �`�''• and Warnings before construction commences. building component.Applicabilky of design parameters and proper flLl.� I V M* 2.2x4 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. 2 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be lateral braced at '0 7 4 is the responsibiey of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c,resp9 19 unless bated throughout their length by a DATE: 3/30/2018 the overall structure ie me responsibility of the building deet continuous sheathing such as plywoodaheemmg(TC)enmormywall(BC). iNii e gner. 3.2x Impact bridging or lateral bracing required where shown.. "R R i l.'L SEQ.: K4 9 3 7 9 21 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsib0ty 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 efts are o��an condition.'of use. 5.CompuTrushas nocontrolover and assumes noresponsibility for the 8.Design assumes follbeari gelaXeupportashooe shim aadg if EXPIRES: 12-31-2019 fabrication,handling,shipment necessary. ispmenlandinstelletbnol7.Design assumes adequate drainage Is provided. March 30,2018 6.This design is furnished subject to the limitations set forth by B.Pbtes shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. H.Digits indicate sloe of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2015 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: 2x6 KDDF #16BTR 2- 3=(-9064) 1042 6- 7=(-868) 3790 2- 7=(-1886) 570 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4064) 1092 7- 8=(-778) 3740 7- 3=(-1494) 5772 2x6 DF SS A; LL = 25 P5F 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( 919.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT 6= 12"OC. DON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 6= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625) 16'- 6.5" -1950/ 6448V 0/ OH 5.50" 10.32 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 top chords, 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 DEFL = -0.066" @ 4'- 5.2" Allowed = 1.042" SEASONED LUMBER IN DRY SERVICE CONDITIONS 8-03-04 - 8-03-04 f MAX HORIZ. TL DEFL = 0.024" @ 16'- 1.0" 4-06-15 3-08-05 3-08-05 4-06-15 T T f T f 12 12 Design conforms to main windforce-resisting M-4x10 system and components and cladding criteria. 19.00 V 19.00 4.0" Wind: 190 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads �� in the plane of the truss only. M-3x6 M-3x6 • "if �� M-3x6+ M-3x6+ Iiiik O EA T Cit iT ,le l_ 2 o Lii Ill �®��I�V�mi!1 1 1' 6 d 7 B 5 I o M-5x10 M-3x8 M-7x10 M-3x8 M-5x10 c, - )e y b b ), �Q'cO P R Op8 ./, 4-05-03 3-10-01 3-10-01 4-05-03 >- c:: �NG'NE4 ? s/O�9 16-06-08 .44 9/10' - rt,.. JOB NAME : POLYGON NW PLAN 7-A - A3 y /' . ' Scale: 0.2973 f WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual './OREGON A sw)� 4// Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper �� % \µ / - 2.2a4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. / %%% �O �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O Al)I 7 4 is the responsibility of the erector.Additional permanent bracing of continuous o.c.and at 70'o.c.respediveN unless braced throughout their length by DATE: 3/30/2018 the overall structure is the res biGthedee ImpacteiginglnreuehespywgreuirewhereBown++g(TC)and/or wall(BC). ��'RRII.�- puna y ofbuilding designer. 3.25 Impact bridging or lateral bracing required where shown SEQ.: K4437922 4.No load should be applied to any component until after et bracing and 5.4. allation of to is Is the are to responsibility of tteenoncorttoe antacto. fasteners are complete end at no time should any bads greater thenDesign assumes TRANS ID: LINK design loads be applied to any component. and are tor"dry condition.'of use. 5.CompuTmahas nocontrol over and assumes noreeponalbllit tarlhe 6.Design assumes lull bearing at all supports sheen,Shim or wedge it EXPIRES: 12-31-2019 fabrication,handling, neceteary shipmentct and installation of components. 7.Designietosassumes adequate drainage is prodded. March I JO,2018 8.This design Is furnished subject to the limitations sal forth by 8.Platen shell be located on both(etas of trues,and placed so their center TPI/wTCA In BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 0.Digits Indicate size of plate In Inches. MiTek USA,InciColnpuTrus Software 7.6.8(11.)-E 10.for basic connector plate design values sea ESR-1311,ESR-10ee(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE Ninth 190 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-06 3-06 T .1 T 12 12 7 IM-4x4 14.00 7 19.00 2 A. V� . ."-- ,—I o itimmiiimilimilmiiiiiiiiiimiLt Lo 0 M-3x4 M-3x4 b y 7-00 \eil0 PROptc, Wc\; ANG'NFFR /0 89200PE �1 • JOB NAME : POLYGON NW PLAN 7-A - B1 Scale: 0.5351 'f_.,,. WARNINGS: GENERAL NOTES. unless othernise noted: li Cr 1.Truss: Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for en Individual 74. 4?OREGON /..1„4//..1„4/. Trus S: B1 and Warnings before construction commences. building component.Applicablifiy of design parameters and proper 2.2;14 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chortle to be laterally braced at Incorporation of component is the responsibility of the bulking designer. O Z 3.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.reepecilvely unless braced Throughout their length by DATE: 3/30/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /�, 3.2a Impact bridging or lateral bracing required where shown++ f+. n(�` SEQ.: K4 4 3 7 9 2 3 4.No keit should be applied to any component until eller al bracing and 4.Installation of trues is the responsibility of the respectNe contractor. I7 f fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry condition"of use. 5.CompuTrus has cocontrol over and assumes noresponsibility for the S.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 shipment components. necessary. fabrication,handling,shl land installation of cora 7.Design assumes adequate drainage is provided. March 30,2018 6.This design is mrnkhed subject to the nmitatkns set forth by S.Plates shall be located on both faces of trues,and placed so their center TPIAMTCA In SCSI,copes of which will be furnished upon request. lines coincide with joint center knee. 9.Digits indicate eke of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-7311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 29'— 8.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR; SPACED 24.0" O.C. Design conforms to main windforce—resisting 2x9 KDDF #1&BTR B2 system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=22.13ft, TCD1 .2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=1.6, Truss designed for wind loads PER ICC CODES(IRCIIBC),TPI 1 AND REFERENCED BCSI, LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OUT OF PLANE WALL BRACING IS SPECIFED BY THE ENGINEERGable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OF RECORD. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12-04-04 12-04-04 T T T 12IIM-4x4 12 7.00 p 3 Q 7.00 tn O0071, ,'` N71- o M-3x5(S) M-3x4 M-3x4 b b y ,,,VD PROFS 10-00 19-08-08 ),--4 �NG'I NEzR'-'61,:r0 0-08 24-08-08 k * ��, :9290Ppr JOB NAME : POLYGON NW PLAN 7-A - Clr� l► Scale: 0.3025 • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Bullderand erection contractor should beadvised ofall General Notes 1.This design A based snty upon the parseatars shovin and Is or enIndliduel p ,/OREGON �, iti Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters end proper • A 2.2s4 compression web bracing must be Installed where shown 5. Incorporation of component Is the responsibility of the building ra designer. / ^O l 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at O ) 1 A 'G Is the responsibilityf the erector.Additional permanent bracingf to.and at las.respectively unless braced throughout their length by 'i' (]" o o continuous sheathing such e0 plywood eheel C)and/or drywall(BC). . VDATE: 3/30/2018 the overall structure is the responsibility of the building designer. 3.211 where Impact bridging or lateral bracing required where shown+o illR R1154\'‘ _ SEQ. : K4437924 4.Noloadshould beapplied bany component until after aAbracing and 4 llationorwuryash6s«ponibukaryyait.eoosp50t5 c nttrmcctornem, fasteners ere complete end at no time should any loads greater man Design assumes TRANS ID: LINK design loads be applied to any component. 8 end refor"dry condition" utenea s shown. u 5.CompuTrus has no control over and assumes no responsibility for the Design assumes bearing pPo wedge EXPIRES: 12-31-2Q19 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. March 30,20 1 8 8.This design b furnished subject to the limitations set forth by 8.Plates sheN be boated on both faces of truss,and pieced so their center TPIINRCA In BCSI,copies of which will be furnished upon requeal, lines coincide with Joint center Anes. 9.Digits indicate size of plate in Inches. MITek USA,Ino./CofnpuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 38 2- 7=(-200) 1227 7- 3=( 0) 326 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1594) 320 7- 8=(-202) 1225 3- 8=( -557) 201 WEBS: 2x4 KDDF STAND 3- 4=( -987) 319 B- 9=(-971) 2901 9- 8=( -171) 678 LOADING 4- 5=(-1140) 335 9- 6=(-979) 2959 B- 5=(-1691) 461 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2855) 611 5- 9=( -198) 1460 BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF OVERHANGS: 6.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -165/ 1117V -161/ 165H 5.50" 1.79 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -136/ 1037V 0/ OH 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.125" @ 18'- 11.5" Allowed = 1.190" MAX TL DEFL = -0.207" @ 18'- 11.5" Allowed = 1.586" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12-04-04 12-04-04 MAX HORIZ. LL DEFL = 0.077" @ 24'- 3.0" f f MAX HORIZ. TL DEFL = 0.128" @ 24'- 3.0" 7-00-13 5-03-07 6-05-08 5-10-12 4' 4' 4' T 4' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 11M-4x4 Q 7.00 Wind: 190 mph, h=22.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 'f-'/ load duration factor=l.6, ft Truss designed for wind loads in the plane of the truss only. M-3x4 1. 3 • yr :1x6 1 •11101101010100„..... o -56 9 M-3x5 ,Aigo 7 8 ••6 O o M-3x4 M-1.5x3 M-5x10 1 0 d 3.50 3.50 12 12 l y y 1 l 7-00-13 6-07-03 5-03-08 5-09 J. y y O PR Or�0-OB 13-08 5-03-08 5-09 C3 ‘... GINE� s>y y � A, ,..-.../ �24-08-08 , -7 89200PE JOB NAME : POLYGON NW PLAN 7-A - C2 %r�" scale: 0.2310 "� WARNINGS: GENERAL NOTES, unless otherwise noted, 0 M 1.Builder and erection contractor should be advised of all General Notes t.This design k based only upon the parameters shown and is for an individual -i/ 4.OREGON ,�'�w Truss: C2and Warnings before construction commences, building component.A licabili of tars and Applicability o tin parameters grocer 2.2x4 compression web bracing must be Installed where shown«, Incorporation of component h the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and Sodom chorda to be laterally braced at O Y 110 �� Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at f 0'o.c.respectively unless braced throughout their length by 2, DATE: 3/30/2018 20Ispauasheathingsuchaspywoedahemhmg(re,andfordrywen(Bq. ��R 10- SEQ.: the overall structure Is the reepunel611ity of the building designer. 3.2x Impact bridging or lateral bracing required where Mown+x - K4 4 3 7 9 2 5 4.No Toad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design mads be applied to any component. and are n conditionof use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes NI bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 mmesfabrication.handling,shipment and installation of components. 7.Design s;umesadequate drainage isprovided. March 30,2 18 8.This design Is furnished subject to the limitations set forth by 8.Plates Mall be located on both faces of truss,and placed po their center TPIiWICA In 8151,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7 L 7.6.8 -E 9.Digits indicate size of plate In Inches. P ( ) t0.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2336) 509 1- 8=(-357) 2005 2- 8=(-251) 211 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2109) 505 8- 9=(-219) 1666 8- 3=( -50) 483 WEBS: 2x4 KDDF STAND 3- 4=(-1495) 450 9-10=(-214) 1581 3- 9=(-653) 255 LOADING 4- 5=(-1496) 451 10- 7-(-353) 1867 9- 4=1-282) 1122 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2088) 501 9- 5=(-640) 253 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2309) 503 5-10=( -45) 460 TOTAL LOAD= 42.0 PSF 10- 6=(-225) 205 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1470V -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 35'- 0.0" -216/ 1470V 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.098" @ 17'- 6.6" Allowed = 1.704" MAX TL DEFL = -0.165" @ 17'- 6.8" Allowed = 2.272" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.045" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 34'- 6.5" Design conforms to main windforce-resisting 17-06-12 17-05-09 system and components and cladding criteria. 6-01-15 5-08-06 5-08-06 5-08-06 5-08-06 6 00=07 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f f 4' 4 f ,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 7.00 - M-4x6 '" 17.00 in the plane of the truss only. 4.0" 4 4' g°\ M-5x6(5) . 5" M-5x6(S)0.25" 470001011°1° Notslisisit 14-1.5x3 7-1.5x3 i z ,4(/Ai Ailik\)0000„: /46I . N \ ,v, O 0 1 8 9 10 7 0 to M-4x4 M-3x4 0.25" M-3x4 M-4x4 M-5x8(S) F,t',00 PRQ1 l Y b Y l � GINS 6, 9-00-03 8-06-09 8-06-09 8-10-11 ,I' ��<5 FR 0 y 35-00 c- 59200PE c" JOB NAME : POLYGON NW PLAN 7-A - D4 Scale: 0.1646 i =�'' 1111111. 7. i WARNINGS: GENERAL NOTES, unless otherwise noted: J 1.Builder and erection contractor should beedvlaedofall General Notes 1.This design hbased any upon the parameters shown end istor anlndNldual -�I /� /` ` A OREGON DI k Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown 4 Incorporation of component is reaponslbillty of Ina building designer. a�/�/O'/� 2 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me by and bosom chorea to be laterally braced at14 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.roapeciNey unless bread throughout their length by DATE: 3/30/2018 the overall structure le the responsibility 1 the buildingcontinuousehgingogsucheaplywood quire where tlrywell(BC). 4"/ ..R � �� p b o designer. 3.2a Impact bridging or lateral bracing required where shown v• (�K SEQ.: K4437926 4.No bad should be applied to any component until after ail brecing and 4. llstionofInasissa erespoEeugaryyoftd in hnoncortusc contractor. fasteners are complete and at no time should any loads greeter then Design assumes TRANS ID: LINK design to be applied roam component. 8.and syn foramea condition" ll bevmg use. 6. supports shown.shim or wedge 5.CompuTruahas nocontrol over and assumes noreaponsmllnyfor me necessary. EXPIRES: 12-31-2019 fabrication.handling,shipment and installation of components. 7.Demon assumes adequate drainage is provided. March 30,2018 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ENR-1311,ESR-1988(MITek) r This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" ICONS. 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" O.C. Design conforms to main windforce-resisting • system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=29.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. PER ICC CODES(IRC/IBC),TPI AND REFERENCED BCSI, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL K-102 or equal typical at stud verticals. OUT OF PLANE WALL BRACING IS SPECIFED BY THE.ENGINEER Refer to CompuTrus gable end detail for OF RECORD. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 17-06-12 17-06-12 11-08-09 5-10-03 5-10-03 11-08-09 T '( 1' T T 12 IIM-4x4 12 7.00 1 . OilQ 7.00 M-3x5(5) M-3x5(S) 111111°11 III I 111111111 u-, o o (I ��...„,��.......�...�..��.�...��...��.�.�.....��.�.��.�......��...��.�..�...��.�.�.��....u.�.��.�..�..�...MMS.„.�..�........�.��....��.��.��.��...�.��.��.�.�.......��.��.��.�.��........��..��.��.�.�......��..��.� -l'a' 77 o M-3x5(S) o M-3x4 M-3x4 . i PRI y y 17-06-12 17-06-12 �� AGINE 619 0 .$' 1-08 Itp, 0-08 35-01-06 Q :9200PE r JOB NAME : POLYGON NW PLAN 7-A - D3 ,'/7 Scale: 0.2950 Z .. . . WARNINGS: GENERAL NOTES, unless otherwise noted: C) Cr Truss D3 1.Bulberand erection contractor should beedvbedofall General Notes 1.This design is based only upon the parameters shown and istor anlndNldual .1j . /IIOREGON �L(/ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown.. incorporation of component Is the responsibility of the building designer. O� 3.Additional temporary bracing to Insure arability during construction 2.Design assumes the top and bottom chords to be lateraly braced at <Q -I r n y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at f 0'o.c.respeciWey unless braid throughout their length by 4r �x DATE: 3/30/2018 the overall structure is the responsibility continuous sheathing each as plywood sheathing(TC)anNor drywell(BC). { ponsi ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown+e �. R 1�` SEQ.: K4 4 3 7 9 2 7 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. 1 n r V h fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used ina non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are or"dry condition”of use. 5.CompuTrus hes no control over end assumes no responstbllity for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation o/components. necessary. 7. 8.This design is furnished subject to the limitations set forth by 8.PlatesDesignshal be coateds uon both hues of truss,drainage is prodded. nd placed so their center Marsh 30,2018 TPIINRCA in BCSI,copies of which will be furnished upon request. fines coincide with joint canter lines. El.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 . TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2348) 510 1- 8=(-356) 1999 2- 8=( -251) 211 6-11=(-306) 2141 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2124) 509 8- 9=(-219) 1655 B- 3=( -51) 494 WEBS: 2x4 KDDF STAND 3- 4=(-1505) 452 9-10=(-231) 1643 3- 9=( -656) 256 LOADING 4- 5=(-1516) 448 10-11=(-663) 3601 9- 4=( -275) 1096 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1985) 489 11- 7=(-675) 3685 9- 5=( -671) 259 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4268) 841 5-10=( -21) 322 TOTAL LOAD = '42.0 PSF 10- 6=(-2143) 483 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1475V -232/ 232H 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.203" @ 29'- 4.5" Allowed = 1.710" MAX TL DEFL = -0.341" @ 29'- 4.5" Allowed = 2.281" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.126" @ 34'- 8.0" MAX HORIZ. TL DEFL = 0.209" @ 34'- 8.0" 17-06-12 17-06-12 fDesign conforms to main windforce-resisting 6-01-15 5-08-06 5-08-06 6-02-12 5-05-04 5-10-12 system and components and cladding criteria. 1' Q '( T 1' '' f Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 17,7' M-9x6 .. -J7.00 load duration factor=l.6, 9 Truss designed for wind loads 0 in the plane of the truss only. 4 S( OS M-5x6(5) M-5x6(S) 0.25" 0.25" �Q. VV • • M-1.5x3 M-3x8 • 2 • I Ik AIIIIIIIIIIIIIIIIIIPII M-3x8 IIIIIIIIiiiik N o M-5x8 0 1 .ilai ial 1r, I B 9 i 1 0.25" M-5x8 T M-4x4 M-3x4 to M-5x8(S) ..3.50 3.50 12 12 y Y b y 1 b ��a�tD P OpeC) 6-11-05 8-07-07 6-06-04 5-03-08 5-09 I NEL, y 24-01 y 5-03-08 y 5-09 y �i4 4:'�S' /p2p b y 35-01-08 =�2 OP f JOB NAME : POLYGON NW PLAN 7-A - D2 Scale: 0.1743 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and in for en lndhlduai =? 4/60m. OREGONk 1Y' Rs'�t ,4& Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper yR 2.2x4 compression web bracing must be installed where shown.. 2.Design assumes the lop and bottom chords to be laterally braced at Incorporation of component Is the responsibllny of the building designer. 10 a eQ ^f� �� 3.Additional temporary bracing to Insure eta Nifty during wnstruGion A •yl! is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.rospeGNey unless braced throughout their length by • DATE: 3/30/2018 the overall structure Is the responsibility f the building des continuousrrrptsheathing such l b acwgod required a where)en dl or drywall(Bc). 4E'R R I L\- p h o g Igner. 3.2a Impart bridging or lateral bracing required where shown.. SEQ.: K4437928 4.No load should be applied to any component until after all bracing and 4. allation of truss Is the responsibility ebusyya tta nrspetie contractor. ' fasteners are complete end at no time should any loads greater man Design assumes TRANS ID: LINK design loads be applied to any component. and are for'dry condition of use. 5.Compvinshas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at ail supports shown.Shim or wedge EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. March 30,20 q 1 8 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of toes,and paced as their center TPiiWTCA in SCSI,copies of which will be furnished upon request. lines colndde with Joint canter bras. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector piste design values see ESR-1311,ESR-1088(MITek) • • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #150TR; LOAD DURATION INCREASE = 1.15 1- 2=(-1514) 981 7- 1=(-126) 129 9- 2=( 0) 295 2x6 KDDF #16BTR T1 SPACED 29.0" O.C. 2- 4=(-1009) 911 1- 8=(-940) 1097 2-10=( -506) 312 BC: 2x9 KDDF #16BTR 3- 9=( 0) 0 8- 9=(-961) 1198 4-10=( -198) 605 _ WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1165) 506 9-10=(-462) 1197 10- 5=(-1633) 530 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2852) 886 10-11=(-704) 2394 5-11=( -330) 1956 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 11- 6=(-717) 2951 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PUP -_= LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 1 NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.6" -45/ 19V -128/ 126H 0.00" 0.00 i<@y ( O) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 10'- 5.1" -591/ 899V 0/ OH 131.00" 1.36 KDDF ( 625) 10'- 11.0" 0/ 311V 0/ OH 131.00" 0.50 KDDF ( 625) M-1.5x4 o equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 35'- 1.5" -234/ 1046V 0/ OH 5.50" 1.67 KDDF ( 625) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Full height blocking is required at left bearing Unbalanced live loads have been considered for this design. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 Gable end truss on continuous bearing wall. MAX LL DEFL = 0.000" @ 27'- 7.6" Allowed = 0.067" M-1X3 or equal typical at stud verticals. MAX TL DEFL = 0.000" @ 27'- 7.6" Allowed = 0.089" Refer to MiTek gable end detail for MAX LL DEFL = -0.123" @ 29'- 9.5" Allowed = 1.188" complete specifications. MAX TL DEFL = -0.209" @ 29'- 4.5" Allowed = 1.583" 0-00-15 SEASONED LUMBER IN DRY SERVICE CONDITIONS 21-10-11 13-10-13 MAX HORIZ. LL DEFL = 0.077" @ 34'- 8.0" f ,' f MAX HORIZ. TL DEFL = 0.127" @ 34'- 8.0" 12-04-02 12-09-11 NOTE:Design assumes moisture content does 18-01-13� 5-02-08 6-05-08 5-10-12 not exceed 19% at time of manufacture. T f '1 T T Design conforms to main windforce-resisting 12 TIM-9X9+ 12 system and components and cladding criteria. 7.00 M-5X63 � ''' :-.17.00 N Wind: 140 mph, h=29.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3x6(5) o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), M-4x6 load duration factor=l.6, yh o Truss designed for wind loads i in the plane of the truss only. M-2.5x9 or equal at non-structural diagonal inlets. 1N-5/(6+0),"///////4410411111111111100, M-3x6 °" M-3x6 M-3x4+ �il� „� of �� - rg M-5x6 0 7 8 9 10 6 to -M-4X4 M-3x6 M-5x12 to M-3x4+(s) . 3.50 3.50 1[�lG /' 12 12 .i\"D PR OpE.0 y y y ), i y c� !w`SINE 6, y 10-11 6-06-13 6-07-03 Jr 5-03-08 y 5-09 y V` �J41 0 G [�29-09 5-03-08 5-09 �y y �44 89200PE 27-03-14 • ,/� JOB NAME : POLYGON NW PLAN 7-A - D1 1 Scale: 0.1635It3 /'� WARNINGS: GENERAL NOTES, unless otherwise noted: p� /J_OREGON a�� 14, � 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 -Ivr �O�N�c Truss: Dl and Warnings before construction commences. building component.Applicability of design paremeters and proper r0 '9y 14 2.204 compression web bracing must be installed where shown.. incorporation of component is the responsibility of building designer. 3.Additional temporary bracing to Insure stability during conalmctlon 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 19 o.c.reepecteely unless braced throughout their length by FR RIO s�� DATE: 3/30/2018 the overall structure Is the responsibility f the buildingdesigner. Impact sheathing such as aciplyng requirede ia where shown s drywall(BC). P y o B 3.25 Impact bridging or lateral bracing where �+ SEQ.: K4 4 3 7 9 2 9 4.No load 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 assumes trusses are to be used Inc non-corrosive environment. EXPIRES: 12-31-2019 TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for Me 8 nnecegsseassumes iull bearing at all supports shown.Shim or wedge If March 30,2018 fabrication,handling,shipment end Installation of components. ry. ed. 6.This designis furnished subject to the Ilmdations set forth 7.PlatesDetassumescted on both io rs ) 8. scshallbe with join onbethfeces of truss,and placed so their center TPIIWfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plateinches. MiTek USA,Int./COmpUTfUs Software+7,6.8-SP2(iL}E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-231) 62 1-9=(-114) 173 2-9=(-232) 178 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -37) 17 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x9 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF 1'- 0.0" -44/ 372V -33/ 92H 5.50" 0.56 KDDF ( 625) 7'- 10.5" -94/ 289V 0/ OH 5.50" 0.96 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT is Heel to plate corner = 4.25" MAX LL DEFL = -0.018" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP MAX TL DEFL = -0.013" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.053" @ 6'- 3.2" Allowed = 0.298" MAX TL DEFL = -0.080" @ 6'- 3.2" Allowed = 0.397" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-03-04 1-07-04 1' 1' MAX HORIZ. LL DEFL = -0.001" @ 7'- 7.7" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 7.7" 9.50 17 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M. in the plane of the truss only. 0 I M 0 M PI o 1 ....11110511.11 '..' 11/111111111111111111. 1111.1111M1111111111111111111111111 M-3x8 M-3x8 M-3x6 l ), y 6-03-04 1-07-04 1 b l 1-00 6-10-08 y y 71008 ' < cDPROpt`, '4. :9200PE pr' JOB NAME : POLYGON NW PLAN 7-A - E2 , Scale: 0.5038 _._ fie.,:..... WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised ot all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -js� 4/0 REGO N �� Truss: E2 and Warning.before construction commences. building component.Applicability of design parameters and proper 2.2v4 compression wee bracing must be Installed where shown t Incorporation of component Is the reaponslbllUy of the building designer. e),0\ -c.- 2. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced a[ �O y 1^ - �"', is the responsibility of the erector.Additional permanent bracing of 2'o.c.end al 70'o.c.respectively as eN unless braced throughout their length by `i'{ ^ DATE: 3/30/2018 the overall structure is the responsibility or the building designer. Is Imp continuous sheathing such as plywood sheathing(TC)whereshown drywall(BC). FiiiR R I LV- v 3.2s Impact bridging or lateral bracing required where shown.. SEQ.: K4 4 3 7 9 3 0 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non.00rroslve environment, TRANS ID: LINK design made be applied to any component. and are for"dry condition"of use. 5.CompuTrushasnocontroloverandassumesncresponsibilityforthe 8.DBacolgassumes full beeringatall auppodsahovm.Shim orwedge l/ EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of coin ry sman components. 7.Design adequate on is provided. March 30,2018 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on Doth faces of trues,and placed cotheir center TPIM?CA in SCSI,copies of which will be furnished upon request. lines oolndde with join(center lines. uTrus Software 7.6.6 it.-E g.Digits IMkate eine of plate In Inches. MiTek USA,Inc./Com P ( ) to.For bask connector plate design values see ESR-1311,ESR-16138(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-231) 62 1-4=(-114) 173 2-4=(-232) 178 • BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -37) 17 4-5=( 0) 0 WEBS: 2x4 DF STAND: 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -44/ 372V -33/ 92H 5.50" 0.56 KDDF ( 625) 7'- 10.5" -44/ 289V 0/ OH 5.50" 0.46 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural vertical members (son). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Unbalanced live loads have been VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 considered for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.018" @ 0'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.013" @ 0'- 0.0" Allowed = 0.133" JT 1: Heel to plate corner = 4.25" MAX LL DEFL = 0.053" @ 6'- 3.2" Allowed = 0.298" MAX TL DEFL = -0.080" @ 6'- 3.2" Allowed = 0.397" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-03-04 1-07-04 f 1 f MAX HORIZ. LL DEFL = -0.001" @ 7'- 7.7" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 7.7" 4.50 D' Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, ss d ind Ill inuthedplane eof fthewtrussoads only. r 0 0 6.,-, „._ i ,o,iaiddlgllgIIII � 0 lir M-3x8 M-3x8 M-3x6 y b y 6-03-04 1-07-04 b b y 1-00 6-10-08 b y 7-10-08 ��OD P13 0A.&,, we ENGINEER /01� `4." :9200P C JOB NAME : POLYGON NW PLAN 7-A - E1 Scale: 0.5038 .. 40110P . WARNINGS: GENERAL NOTES, unleseotherwise noted: 0 1.Builder and erection contractor should be advised atoll General Notes 1.This design is based only upon the parameters a aNm emd is mr as Indbldual yL , OREGON �<t,` Truss: El and Warnings before construction commences. building componentA Applicability f design pp Yo n parameters of the proper 2.2x4 compression web bracing must be installed where shown 4. Incorporation of component is the responsibility of the building designer. Al 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bosom chorda to be laterally braced at !O ]Y 14 (!0 ��y.,. is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by L� 1 DATE: 3/30/2018 the overall structure is the responsibSty of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /� 3.24 Impact bridging or lateral bracing required where shown++ (�� SEQ.: K4 4 37 931 4.No mad should be applied to any component until suer all bracing cing and 4.Installation of Is the responsibility of the respective contractor. 1 fasteners are complete and al no time should any mads greater than 5.Design assumes trusses are to be used in a non-oorrosive environment TRANS I D: LINK design loads be applied to any component. and are for"dry condition•of use. 5.Com Trus has no control over and assumes no res r Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 pu responsibility for the sin, q q p fabrication,handing,shipment and installation of components. 7.necessary. assumes adequate drainage is provided. March JO,2018 6.This design is furnished subject to the limos:Ions set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPINJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate sin of plate In inches. MiTek USA,Inc./Compel-rue Software 7.6.8(1 L)-E 10.For basic connector plata design values see ESR-1311,ES12-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-92) 21 1-4=(-74) 74 2-4=(-180) 149 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 2-3=(-37) 17 4-5=( O) 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"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -30/ 252V -18/ 52H 5.50" 0.38 KDDF ( 625) 5'- 0.2" -28/ 169V 0/ OH 5.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. JT 1: Heel to plate corner = 4.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.007" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.024" @ 3'- 5.0" Allowed = 0.155" MAX TL DEFL = -0.030" @ 3'- 5.0" Allowed = 0.207" 3-05 1-07-09 SEASONED LUMBER IN DRY SERVICE CONDITIONS f '' T MAX HORIZ. LL DEFL = -0.000" @ 4'- 9.5" 12 MAX HORIZ. TL DEFL = -0.000" @ 4'- 9.5" 4.50 G- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 ', load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 2 LIE mo 0 f 1 0001.141111111111111 NO IN O _ m O -7 6� 4 M-3x8 M-3x8 M-3x9 1 l b 3-05 1-07-04 y y b 1-00 9-00-09 ), b 5-00-09 ��,?,0 PROpe6, O ,`. ANG►N��R ro1_ 89200PE ,, JOB NAME : POLYGON NW PLAN 7-A - E3 Scale: 0.5549 WARNINGS: GENERAL NOTES, unless otherwise noted'. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual OREGON b 10 Truss: E3 and warnings before concoction commences. building component.Applicability of design parameters and proper / ',(}� A 2.2a4 compression web bracing moat be installed where shown., incorporation of component Is the responsibility of the building designer. ^"I ^� f1\ 4 3.Additional temporary bracing to Insure stability during construction 2.Dation assumes the lop and bottom chorda to be laterally braced at O Y 14 V la the roaponaiblllty of the erector.Additional pomrenenl bracing of Y o.c.and at 10'o.c.respecteely unless braced throughout their length by 1 �P DATE: 3/30/2018 Ina overall structure Is Inc responsibility of the buildingconlinuon aneammg such as plywood aheathln9(TC)and/or tlrywell(BC). pons ty designer. 3.24 Impact bridging or lateral bracing required where shown•• e R11-\-. SEQ. : K4437932 4.No bad should be applied to any component until eller all bracing end 4.In Instaln lation s Is the sspo sieulsydbthe anone reevenmNe acctto. - fasteners are complete and at no time should any loads greater then and en s'dcondition"sare to b. TRANS ID: LINK design badsbeappiedloany component. 5.Design assumes ll bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus hes no control over and assumes no responsibility Nr thenemmt^, p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March t,,l 30,201 V 6.This design is furnished subject to the limitations set forth by B.Plates shaH be boated on both faces of truss,and placed so their center TPIAMCA in SCSI,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.jCompuTrss Software 7.6.8(1 L)E 10.For bask connector plate design values sea ESR-1311,ESR-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 38 2- 8=(-193) 1109 3- 8=(-299) 231 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1360) 313 8- 9=( -88) 716 8- 4=(-125) 523 WEBS: 2x4 KDDF STAND 3- 4=(-1195) 346 9- 6=(-209) 1085 4- 9=(-125) 523 LOADING 4- 5=(-1195) 346 9- 5=(-299) 231 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1360) 313 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 38 _ TOTAL LOAD= 42.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING • MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -146/ 1000V -14B/ 148H 5.50" 1.60 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 0.0" -146/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.035" @ 14'- 6.1" Allowed = 1.054" MAX TL DEFL = -0.059" @ 14'- 6.1" Allowed = 1.406" MAX LL DEFL = -0.000" @ 22'- B.O. Allowed = 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS 11-00 11-00 1' f MAX HORIZ. LL DEFL = 0.016" @ 21'- 6.5" 5-08-13 5-03-03 5-03-03 5-08-13 MAX HORIZ. TL DEFL = 0.026" @ 21'- 6.5" T f T f T 12 12 Design conforms to main windforce-resisting 7.00 M-4x6 Q 7.00 system and components and cladding criteria. 9.0" 4 ,F,/ Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Jl�i\. load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. • M-1.5x3 M-1.5x3 3 N \ AAI , O. O I m co y. 1 raw 1919 i 1,.''' . 8 9 o M-3x9 M-3x9 M-3x5(5) M-3x4 M-3x9 0 ), l )' b 7-05-14 7-00-05 7-05-14 b y 10-00 l 12-00 1 C '''. GINE GPNE p�061 0-08 22-00 0-08 ,.'C? �'N �1 ��fi 4.-...89200 P E Ar JOB NAME : POLYGON NW PLAN 7-A - F211P-"X„,.. Scale: 0.2529 4 "_'t. WARNINGS: GENERAL NOTES, unless otherwise noted: IP et 1.Builder end erection contractor should be advised at all General Notes 1.This design is based only upon the parameters shown and isfor anlndNldual -yL4OREGON �t/ .Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2va compression web bracing must be Installed where shown+. incorporation of component lame responsibility of the building designer. 3.Additional Temporary bracing 10 insure stability during construction2.Design assumes the cop and bottom chorda to be laterallylaterally /braced al O e 14 P) �� Is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by G ,S DATE: 3/30/2018 the overall structure is the responsibility of the building designer. continuous sheathing each as plywood sheathing(TC)and/or drywell(BC). 111NV 3.2v Impact bridging or lateral bracing required where shown++ FR R i LL SEQ.: K4 4 3 7 9 3 3 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a nonconoslve environment, TRANS I D: LINK design loads be applied To any component. and are for"ant condition-of use. 5.CompuTrus has no control over and assumes no responsibility kr the 6.Design assumes mil bearing at all supporta shown.Shim or wedge if 1. EXPIRES: 12-31=2019 nes fabrication,handling,shipment end installation of components. 7.Dessiig assumes adequate drainage Is provided. March 30,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,end 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 piste in Inches. MiTek USA,Inc./CotopuTrus Software 7.6.8(1 L)-E 10.For beak connector plate design values see ESR-1311,ESR-1968(Welt) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22`— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous stud bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. ANDBOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 1' In 1' 12 12 IIM-4x4 7.00 Q 7.00 or N O O I 1 ////////„„,,/l////1///////////!//1/l/,,,„,//////////////1///////////„„)--//////// ///!l/11////////////!/C////1//////////////1/1//////////!!!/1/////////!!!///1/////// 5 p h 0 o M-3x5(S) M-3x4 M-3x4 y to 0o y 12-00 -- PR Opt On 0-08 22-00 ��\ N ►V G� FR /9. 89200PE JOB NAME : POLYGON NW PLAN 7—A — Fl ..” Scale: 0.3409 WARNINGS: GENERAL NOTES, unless otherMae noted: 1.Builder and erection contractor should be advised sl all General Notes 1.This design is based only upon the parameters shown and Is for an indluidual ©�-{� w OREGON (C/� Truss: Fl and Warnings before construcibn commences. building component.Applicability of design parameters and proper JG �yw /(` . 2.204 compression web bracing mud be installed where shown.. Incorporation of component is the responsibility of the building designer. / y 2° 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O 1 A 1 a„ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 't ^,T DATE: 3/30/2016 the overall elrudure is the responsibility ithe buildingdesigner. continuous sheathing or eueranpywoodsheet where drywell(BC). ` {Vh p ty o 9 3.2x Impact bridging or lateral bracing required when shown.. �,R R11..\-- SEQ. : 4.\,• S E K4 4 3 7 9 3 4 4.No load should be applied to any component until after all bracing and 4.Installation of hues Is the responsibility of the respells contractor. - Q' fasteners are complete and at no time should any bads greater than 5.Design assumes lruasea are to be used In a noncorrosive environment, design bads be applied to any component. end are for"dry condition'.of use. TRANS ID: LINK 5.CompuTrushaenocoMroloverendeesumesnoresponaibllayforihe G Designassumes full bearing etail nuppoesshown.Shim orwedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 30,2018 8.This design Is furnished subject tome limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIANICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Dlgas indicate size of plate in Inches. MiTek USA,Ing./CompuTrus Software 7.6.6(1 L)-E 10.For bask:connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12708) 2820 1- 8=(-2334) 10626 8- 2=( -536) 2549 11- 6=(-1920) 470 BC: 2x6 KDDF S5 2- 3=(-10990) 2372 8- 9=(-2318) 10550 2- 9=(-1920) 470 6-12=( -536) 2544 , WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8090) 1872 9-10=(-1904) 8850 9- 3=( -776) 3504 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 9- 5=( -8090) 1872 10-11=(-1904) 8850 3-10=(-3170) 760 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-10490) 2372 11-12=(-2318) 10550 10- 4=(-1819) 7896 BC UNIF LL( 919.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-12708) 2820 12- 7=(-2334) 10626 10- 5=(-3170) 760 _ TC LATERAL SUPPORT <= 12"OC. UON. 5-11=( -776) 3504 BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF ( 625) nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 7" oc in 2 rows) throughout 2x6 bottom chords, 9" oc in 1 row(s) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ws) throughout 2x9 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.194" @ 14'- 6.8" Allowed = 1.054" MAX TL DEFL = -0.292" @ 14'- 6.8" Allowed = 1.906" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.048" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.081" @ 21'- 6.5" 11-00 11-00 f Design conforms to main windforce-resisting 4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 system and components and cladding criteria. T T T .1 i' '1 T 12 Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 II M-6x6 Q 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6.0" Truss designed for wind loads 4 in the plane of the truss only. 14-3x6 •M-6x10 lillih 6x10 dIiIII . ►d �� ® ee■®��®��I ® �� 0 1' 9 9 10 11 12 -w7 0 M-3x8 M-6x8 0.25" M-6x8 M-3x8 0 =M-8x8(0) J, Y y y b b y '�1��Q P Op�s�' 4-02 3-03-04 3-06-12 3-06-12 3-03-04 4-02 y 22-00 ' �5 GINE /p ,' 89200PE r JOB NAME : POLYGON NW PLAN 7-A - F3 • Scale: 0.2827 -1 � = WARNINGS: GENERAL NOTES, unless otherwise noted: Q [}'. Truss: F 3 1. uilder and erection contractor should be advised of eq General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 7L OREGON t. �� and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. incorporation of component is the responsibility of the bding designer. �O\ �y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be kterol braced at �O Y 14 ... Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.rospectiveN unless braced(Tc)rout their length by DATE: 3/30/2018 the overall structure is me responelblNly of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). lVh 3.2x Impact bridging or lateral bracing required where shown++ - R[] �`v SEQ.: K4 4 3 7 9 3 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. hl Fasteners are complete and at no time should any loads greeter than S.Design assumesnon- corrosive trusses are to be used In a nonorrosive environment, TRANS I D: LINK design mads be applied m any component. and are for'ry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ailsupports shown.Shim or wedge if EXPIRES: 12-31=201$ rammfabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is prodded. March 30,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and pieced so their center TP WJTCA In SCSI,espies of which will be furnished upon request. lines coincide wdh joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 33 2- B=(-237) 1261 3- 8=(-311) 219 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1509) 390 8- 9=(-103) 834 8- 4=(-110) 492 WEBS: 2x9 KDDF STAND 3- 4=(-1318) 395 9- 6=(-256) 1261 4- 9=(-110) 492 LOADING 4- 5=(-1318) 395 9- 5=(-311) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 340 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 33 TOTAL LOAD = 92.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -110/ 1000V -106/ 106H 5.50" 1.60 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -110/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.093" @ 7'- 6.2" Allowed = 1.059" MAX TL DEFL = -0.073" @ 7'- 6.2" Allowed = 1.906" MAX LL DEFL = 0.000" @ 22'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" T f f 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting ,1' 1' •1 f f system and components and cladding criteria. 12 12 6.00 M-9x6 12 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.0" load duration factor=l.6, 4 ,f._,/ Truss designed for wind loads 111in the plane of the truss only. • M-1.5x3 M-1.5x3 rn M oO f ^' CCI a. O 8 9 o M-3x9 M-3x9 M-3x5(5) M-3x9 M-3x9 0 y y )' l 7-06-03 6-11-11 7-06-03 n y 10-00 y 12-00 y '<�d�,D Pf�OF�ss J, Y y y \5` .4GINEF /p 0-08 22-000-08 2 44; • :9200PE �V JOB NAME : POLYGON NW PLAN 7-A - G1 Scale: 0.2529 t , WARNINGS: GENERAL NOTES, unless otherwise noted: rt 1.Builder and erection contractor should be advised of all General Notes 1.This design based only upon the parameters shown and Is for an Individual w OREGON a� e h Truss: GI and Warnings before construction commences. building component.Applicability of design parameters and proper �L // k 2.2x4 compression web bracing must be Installed where shown e. Incorporation of component is the raaponalblllty of the bulking designer. 9 2.O 1 oil�� 3.Additional temporary bracing to insure stability during consirudlon 2.Design assumes the top and bottom chords to be laterally braced at Q Y 7 4 V IS Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by }� { DATE: 3/30/2018 the overall struGure Is the responsibility f the building designer. 2x impact sheathing etch as ptywoatl required et where r s and/or drywell(SC). 4" R R 1�� p N o g finer. 3.2x Impact bsheath or lateral bracing required where Mown•« S E K4 4 3 7 9 3 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respedke contractor. • 4' fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS ID: LINK design meas be epPlled to any component. 6.and sign for "dry condition"41 aing at an supports shown.shim or wedge if 5.CompuTmshas nocontrol over and assumes noresponsibility for the necessary. EXPIRES: 12-31-2019 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. March 30,201 8 e.This design h furnished eubjeG to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIAAGCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(TL)-E 10.For bask connector plate design values sea EBR-1311,ESR-1985(MITek) I This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting e system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, „. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 11-00 11-00 12 6.00 p IIM-4x9 12 Q 6.00 3 L M O M o' I O M-3x5(S) 0 M-3x4 M-3x4 10-00 12-00 y y P D O 0-08 22-00 _ ��0011\144, to 2 4�.....-..892OOPE �r JOB NAME : POLYGON NW PLAN 7-A - GGE .,/ �- Scale: 0.3904 � � _.._,:.�" WARNINGS: GENERAL NOTES, unless otherwise noted: S}" t.Builder and erection contractor should be advised of all General Notes t.This design Is based onryupon the parameters shown and is for anindividual yL OREGON o Truss: GGE and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. oA� �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et <0 -TY 14 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.rsspectNety unless braced throughout their length by ` DATE: 3/30/2018 the overall structure is the responsibility of the building dealgner, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /,� ,JVs 3.2x Impact bridging or lateral bracing required where shown** h[')) �� SEQ. : K4 4 3 7 9 3 7 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 busses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition^of use. 5.CompuTrus has no control over and assumes no re 8.Design assumes Nllbeadngatagsupportsahown.Shim orwetlgell EXPIRES: 12-31-2019 pu responsibility kr the awry. q .l p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is pravoed. Mach JO,201 V 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BC SI,copies of which will be furnished upon request, linea coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-t 988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 12 LL = 25 PSF Ground Snow (Pg) 4.00 C,- LIMITED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:4,3,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.009" @ 2'- 7.0" Allowed = 0.279" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, ,`y7 Truss designed for wind loads i in the plane of the truss only. r 0 41 N / 1 I ro o / • I 4! .< 3 -f M-3x8 • ), b 3-00 0PROF y 4-00 y C?• GINE' W 4w 89200 P E• -9r. • JOB NAME : POLYGON NW PLAN 7-A - H2 • Scale: 0.9254 .ree1v WARNINGS: GENERAL NOTES, unless otherwise noted: �r~^y w(, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual 40,OREGON IQ Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown 4. Incorporation of component is the responsibility of the building designer. / ^(�� 6 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Gib Y 1 A 2. N Is the responsibility or the erector.Additional permanent bracing of 7c.c.and at 10'o.c.respectivey unless braced throughout their length by 1 a-F DATE: 3/30/2018 the overall structure is the responsibility of the buildingcontinuous ridging or such as plywood required et where s ownand/•tlrywell(BC). �� p ry designer. 3.2x Impact bridging or lateral bracing regwrea where mown.. SEQ.: K4437938 4.No load should be applied to any component until after el bracing and 4. llationoftrusIstherrspo sibility usyofthe d In hno�rtive encontractor. traa torment, fasteners are complete and at no time should any loads greater than Design assumes TRANS ID: LINK design beds be applied to any component, and are for"dry condition"of use. 5.CompuTruahas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing at all supports shown.Shim orwedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Pestelcednedrainage togrossed. Marc 30,20 18 8.This design Is furnished subject to the limitations set forth by S.Plates abelhaN bbe located o ed on both feces of truss,and placed so their center TP WOTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate eke of plate in inches. MITek USA,Inc./COnlpuTrus Software 7.6.8(1 L)-E 10.For basic connector plats design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. a WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT 1= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 12 LL = 25 PSF Ground Snow (Pg) 4.00 D LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:4,3,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. COND. 2: Design checked for net(-5 4 (- psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.009" @ 2'- 7.0" Allowed = 0.274" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. lir Wind: 190 mph, h=19-Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ,, Truss designed for wind loads i in the plane of the truss only. 0 I O Lr, i , I M O o /\ M-3x8 • l y 30o ,1 )• ��, 0PRQp 4-00 w� �NGINFF/4 o 4 ' Zr92,0a' vL 100100"00e0°'' JOB NAME : POLYGON NW PLAN 7-A - H1 ,, . 41.110 Scale: 0.9254 WARNINGS: GENERAL NOTES, unless otherwise noted: V 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual 7� O R CI'S O A( w j� Truss: Hl and Warnings before construction commences. building component.Applicability of design parameters and proper /lL=U IJIV C/ 2.2x4 compression web bracing must be installed where shown 4. Incorporetbn of component is responsibility of the building designer. j �� 3.Additional temporary bracing to insure stability during oonatructlon 2.Design assumes the top and bottom chords to be laterally braced at �O �T y ,r IS Me responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respeGNely unless braced throughout their length by 4 DATE: 3/30/2018 Me overfillstructure is the responaibiBs Ito bulking designer. continuous sheathing such es plywood sheafhing(TO)andlor drywall(BO). VVf 3.2x Impact bridging or lateral bracing required where shown++ .[�R i�` SEQ.: K4437939 4.No load should be applied to any component until after all bracing and 4.Installalionoftruss isthe responsibility ofthe reepectNecontractor. /� r fasteners are complete and at no time should any bads greater than S.Design assumes trusses are to be used In a non-corrosive environment TRANS ID: LINK design bads be applied to any component, and are for"dry condition"of use. s.compuTr"a has nocontrol over and assumes noresponsibility for the B.Design aseumesfull bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 y. fabrication,handling, Design s snlpmentendmshnauonorrthby components. 7.Plates assumesadequateatedraIsoa Is provided. March30,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of Was,and placed so their center TPWtTCA in SCSI,copies of which will ba furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTlus Software 7.6.8 - 9.Diggs Indicate size of plate in Inches. iLE F ( ) 10.For basic connector plate design values see ESR-1311,ESR-7958(MiTek) Symbols Numbering PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property • 3 Centerplate onjoint unless x, 6-4-8 dimensions shown in ft-in-sixteenths p y 1 /4 y I (Drawings not to scale) Damage or Personal Injury offsets are indicated. g 1Ei Dimensions are in ft-in-sixteenths. • 111411046 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS �� 4 2. Truss bracing must be designed by an engineer.For 0' 16 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I AllEit_ p p bracing should be considered. iY 0 eed deldig wd eve 1—� 111L1111111Y211PAI UstackNmaterialstheoninadequatelybraceshotrusses.ann 4.3. Provideverexcecopies of this truss signoa designnto t:net dne building r For 4 x 2 orientation,locate c7-8 c6-7 cs-s 1— designer,erection supervisor,property owner and plates 0- ' �'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate io.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that P Indicated s mbol shown and/or SYP represents values as published specified. by Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ik1.11 10 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. IMO Mil ...-_-_7.4mi x, 18.Use of green or treated lumber may pose unacceptable Del. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. , BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Pi N Roseburg J2 MAIN RECEWED 1 39pm 1 1 of 1 CS Beam 2016.4.0.5 0 v C 2019 kmBeamEngine 4.13.19.1 FEBD Materials Database 1547 CITY OF TIGARD Member Data BUILDING DIVISION Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam 1 1F 1r / 1450 11 70 , 9 2600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" U681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" L/835 6.61' Odd Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON t+ong-Tie Copyright(C(2016 by Simpson Strong-Te Company lnc.ALL RIGHTS RESERVED. EWP MANAGER S PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663