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Plans 17 34/ 5 St. .41/11-1c 61/l C'Es •L MiTek® 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. stip PR Opp NGI NES s/02 89782PE r' OREGON - �c/gRYi5:. �' 7'A UL P4`4� Air= i •ce_.. /- August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 . ID:DFkz99p3ttCr�PAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 VAVL)56CBygBiS �y 1 1-0-0 1 f �1 1 1-2-0 1 17 -1 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 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 a Y _ IN 7N /.'N_ rli e lk 2► 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 11 3x5= 3x5= 3x5= 1 7-0-14 17-7-1418-2-141 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 18:0-1-8.Edge].j19:0-1-8.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 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1671/0,3-4=-1671/0,4-5=-2270/0,5-6=2270/0,6-7=2493/0,7-8=-2493/0,8-9=2423/0,9-10=2423/0, 10-11=-1991/0,11-12=1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). v5.p. PROFF LOAD CASE(S) Standard ENGINE d'jO2 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 `Cj Uniform Loads(plf) Vert:16-24=-8,1-15=-80 Q� $9`782 P E Concentrated Loads(Ib) Vert:2=-674(F) / -.400.". AIM 9 OREGON O^h "gq�4RYAb � Q� PA U L R� EXPIRES: 12131/2016. August 7,2015 s ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/201S BEFORE USE. • Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. 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 constriction 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/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 r'.itnw Heights(-IA germ Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xjl1 QOZ6MZom LdfZNgfkdygBiR 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 II 3x4= 1.5x3 II 3x4= 1.553 II 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 e • e a _ e _ --e /— \ N O \ o a e -I ' e Alla, o 1 13 12 11 10 9 354= 1.5x3 I I 1.5x3 II 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 1 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 I Plate Offsets WO— [2:0-1-8.Edgej.[3:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) Udefl 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. <<',i,Ep.PROFFs Q 8°182 PE r' / ' ;e. . - -7 OREGON Ooh 9 PAUL Rev EXPIRES: 12131/2016 August 7,2015 e e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,058-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:emc HeightsrA churn I Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWYUc51 WHGifEXZdwpLm?ZVgaoo1aDG3ygBiQ I 2-6-0 I I I 1-2-0 1 1 0-8 1a 1 Scale=1:22.8 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x4 = 1.5x3 II 1 2 3 4 5 3x4= 6 7 g e e ` s Pt- s a • —/ \ No o • o o \J�e 14 13 12 11 10 3;: 3x4= 3x6=1.5x3 I I 1.5x3 11 3x6= 3x4= I 5-10-2 1 6-5-2 1 7-0-2 1 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X,Y1— [4:0-1-8.Edge].(5:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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) ROT 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. P Fi.OPee �(.«(#)N�'INEFR s�3 89782PE % . "0"' C4:7r..".. . • • -7 OREGON2^0,Q,,, k PAUL on EXPIRES: 12/31/2016 August 7,2015 t t A.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/10/2015 BEFORE USE. ' Design valid for use only with Mitek connectors.This design is based only upon parameter 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 NI Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/Till 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. silks 109 Nang Hri5hts r.A 95610 i Job Truss Truss Type Qty Ply POLYGON 845124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT v9ITEGtylhJmpVygoiP 2-6-0 I 1 1-8-6 I I 1-2-0 I I 0-8-14 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 o _ 400000000000, e 6 4 9 4 6 13 12 11 10 ►i 3x4= 3x6= 1.5x3 11 1.5x3 11 3x6= 3x47-0-14 7-0-14 17-7-14 18-2-14 14-4-4 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y1— 14:0-1-8.Edgej.(5:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,3-4=2010/0,4-5=2110/0,5-6=1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PROFFS �$' 0,1N4;5, % : 9782PE 2r' o•-''..........e.<;erf> • • . 7+OREGON o^h Q" (44,1 pA U L R � EXPIRES: 12/31/2016 August 7,2015 4 WARNING- e Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A9p-7473 rev.02/16/1015 BEFORE USE. Design valid for use art/with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/WPli 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 [,itnts Heights(;A 4CR1n 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_19JyEJXylhJmpVygBiP 2-0-10 1 1 1-2-0 I I 0.8-14 I I 2-6.0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 o _ o O 1 10 9 8 1.5x3 II 1.5x3 II 3x6= 3 3x4= x4= 2-3-102-10-10 3-5-10 9-7-0 I 2-3-10 0-7-0 0-7-n Plate Offsets(X.Y)— 12:0-1-8.Edoel.[3:0 1-8,Edcel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 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(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,45=-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. PR6 � S (� I NEFR ic). 89782PE i/- -7 •REGON � 444/ 1,4 qn1' i5'Jl<, PAUL % EXPIRES: 12/31/2016 August 7,2015 � 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. `• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M-Tek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r,itni<Hri0hts,nA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-264 UPPER F07 Floor 845124654 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07.'.13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvg6-QMe3pdbPFP_guz0g0nnEBGYKrz?RiDBEU?ottOygBiN 1-9-14 I I 1-2-0 1 0-8-14 2-6-0 Scale=1:17.6 1.5x3 II 3x4 = 1.5x3 11 3x4= 1.5x3 11 1 2 3 3x4= 4 5 6 e e Ar �\ o N e e a e 11 10 9 8 1.5x3 11 1.5x3 11 3x6= 3x4= 3x4= 2-0-14 2-7-14 3-2-14 I 9-4-4 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) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. P R pFFs INEF4 s>o 8 ,I * r' • 74, •REGON O� AUL 0 EXPIRES:"12/31/201'6 t August 7,2015 ®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 responsibillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MI eke fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/IPl1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrin Hoifhrc CA Owls Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHam USspGpReg3G?e203vZYzhM5FL3JLyygBiO I 9.6-0 1 2-1-12 i 1 1-2-0 11 0-9-8 1 2-3-0 1 1 1-2-0 11 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 11 3x5= 1.5x3 11 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 1: t♦ 0 0 o 6 6 6 1 e 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 11 3x5= 3x4= 12-10-12 I 4-10-125-5-12 -0-12 11-8-12 X2-3-121 I 15-11-12 1 4-10-12 10-7-0 �0-7-0 1 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(OI— 17:0-1-8.EdaeU12:0-1-8,Edael.f15:0-1-8.Edael.(16:0-1-8.Edae] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0,57 Horz(TL) 0.04 11 n/a n/a Weight:72 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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(lb)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=2351/0,5-6=267910,6-7=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. ; • <�0 PROFESO �c , NEF, /p29 'Ct. 89782PE r r A OREGON 2- eQ -V9 4RYy, <k - R_ AUL - EXPIRES: 12/31/2016 August 7,2015 A 1 �� ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M167473 rev.02/16/2015 BEFORE USE. 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 Mieleerector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Greenback Lane fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and SCSI Building Component 7777777 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Surae HPiOnta,r:A aFa1n 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 MTek Industries,Inc.Fri Aug 07 13:53:592015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzcloj6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM 9-6-0 1 2-1-12 1 1-2-0 1 0-9-8 2-3-0 I I 2-3-0 I I 1-2-0 I I-1M-I Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I 14x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 1011 _ 00000000000000 444444440140004. 0 O 16 15 14 13 12 1 3x4= 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 4-10-12 /5-5-12 16-0-12 1 11-8-12 12-3-121 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.Edgej.j12:0-1-8.Edge].[15:0-1-8.Edge).[16:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. PROpts s 44�\� No I NEF. /O �- ;8978 2PE r' .,vii• Arit 97 •REGON ^ Q' J PA EXPIRES: 12/31/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev.02/16/2010 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 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/IP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute"781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 (:itnra Heights(:A nodie Job Truss Truss Type city Ply POLYGON R45124656 PL15-264 UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MllgEJccfnf0EO7HADVCgiGheXZnbxA2zXyJHyHygBiL 2-6-0 1 2-1-12 11 1-2-0 110-9-8 I 2-3-0 I I 2-3-0 I I 1-2-0 I r O6n 12. Scale=1:28.2 4x4= 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e o o e ' e ®® e• 4P 16 15 14 13 12 3x4= 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 4-10-12 15-5-12 p-0-12 I 11-8-12 12-3-121 16-2-8 4-10-12 0-7-0 0-7-0 5-6-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.YI— [7:0-1-8.Edge].[12:0-1-8.Edgej,(15:0-1-8.Edgej.[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Ina 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. p PROFFS AN191 • GINEF 4W 8°782PE r: 7 OREGON �f" • �4F?\' i5,2(� 'EXPIRES: 12131/2016 August 7,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 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 Citn c Heights,cA Q561 Symbols Numbering System PLATE LOCATION AND ORIENTATION General Safety Notes 3/4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 WMoffsets are indicated. I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 161110h,, 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" Cl-2 i C2-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves _ may require bracing,or alternative Tor I p311111. bracing should be considered. �� ■ 00 piir%4• 0. � 3. Never exceed the design loading shown and never ;,.) stack materials on inadequately braced trusses. For 4 x 2 orientation,locate O 4. Provide copies of this truss design to the building BOTTOM CHORDS ~ designer,erection supervisor,property owner and all other interested parties. plates 0-'Aa' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each �� required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locationointds ares requirembed eKnots d by ANSId/TPII 1 wane at joint connector plates. THE LEFT. *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 10.responsiility of truss Camber is a non-structural consideration and is the to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load dlieflectneneral practice is to the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and j Indicated by symbol shown and/or in all respects,equal to or better than that specified. by text in the bracing section of the output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at If indicated. spacing indicated on design. BEARING 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. I 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior = reaction section indicates joint ©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. In MN i..-=,40 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 NI 19.Review all portions of this design(front,back,words DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, and pictures)before use.Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. Guide to Good Practice for Handling, hilliT 111( 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 26'-0' 41 -0' 1 22-0' C3 Ns 6:12 6:12 6 C4 (4) to ,—, ae _- a. 1 I. ._ I 6:12 _ C2(10; -_ II . RI 7 _2 I J34 I CO W CO I W Z w tret spq- Ow2z � I- DJ (7) – n .._- - -- _ Z oO=ww A...J 0] z 0 CV W Lu z z O y 3F H O-' (�w LL w L L W W N \ `� Z Z vWi o2,-,0 F.-11 cc AJ u u W 2.222 Q Z Z = a71- -- 71 E2 iA VI p - t- 3 en V VI O¢ X : ._ \ 11:2 (5). . w 2 t , ce cc ce ccZ Z z8o 0, DC O O= Ov gz �a m O O W O O Wp,0} s u u cc Z N U 2- K 4 12 t., El El ��oa m ® CONFORMS TO DESIGN CONCEPT Z'? COco ❑ CONFORMS TO DESIGN CONCEPT WITH � REVISIONS AS SHOWN I 1 ' ❑ NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORN/ANCE MTN THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORINNCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF V.WICH NAVE PRIORITY OVER THIS SHOE DRAWING. CONTRACTOR SHALL VERIFY ALL DiIENSIONS. By: 61Lcha?la R.Petersen Date:Feeruary 11,201E CT ENGINEERING INC 26'- ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW PLACEMENT ONLY.REFER TO 09/12/14 TRUSS CALCULATIONS AND PROJECT TITLE REVISION-1: ENGINEERED STRUCTURAL DRAWINGS FOR ALL N °. umber 7-B NH KD INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUON-TRU SS TO TRUSS CONNECTIONS.BUILDING 7-B NH / B-N H CHECKED BY: DESIGNER/ENGINEER OF RECORD TO COMPANY REVIEW AND APPROVE OF ALL TRUSS DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.1111-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. NV I. 27-0' 14'-O I p 0240). I 6:12 6:12 CD C4 (4) Co F4 'ao 6:12 C2(10) I Iv -,�, Iv • Or .B4 - I 1 ri' . .- 6:,i m - m zwzw<, " m o= GD ton I OWZS \ t— m U O N W 3 W z2aw ~ 16'� W W 03 Ou,ZO A. F- U U i1H A,..J / / .41 J w a z_. F— . O O• Ow z E... = C O On QairzIzLL •, • Z O <.,,.o0 m -- -- - K CZ Z zU90-sQ aC O 00 0 a zoo m 14%6N 0 ❑ ❑ giQoam • v 4:12 Eo_.!W I M . ® CONFORMS TO DESIGN CONCEPT / / , _ i / P ❑ in CONFORMS TO DESIGN CONCEPT WITH I REVISIONS AS SHOWN <b � I „ ❑ NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAPING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAHINGS AND SPECIFICATIONS ALL OF TRACH HAVE PRIORITY OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. /� By: Michaela A.Petersen Date:February 11.2016 261-01 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/12/14 PLACEMENT NLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL pleIN F.' DRAWINGS FOR ALL FURTHER , umber 7-B NH KD INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 7-B NH / B-N H CHECKED BY: DESIGNER/ENGINEER OF RECORD TO & TRUSS COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MI ME MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-B NH KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1589666 thru K1589681 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 4„cc ,k: 0PROre ss ,t4GVNEF I- 89200PE r OREGON lly 74, 2.° RRU '4'' ite (miser December 10,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding Criteria. TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.2ft, 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, End vertical(s) are exposed to wind, Truss designed forwind 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 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 8-03-04 8-03-04 f 12 ' 1 12 - 6.00 I IM-4x4 Q 6.00 M 0 o ///////////////////////////////////////////l////////////////////////u//////////////////////u//i///////////////////////////// // T 0 0 M-3x4 M-3x4 �t© PROpr y y y 14 �� CF• s / 1-00 16-06-08 1-00 . t ,j % :.... •:9200PE c"' • JOB NAME : POLYGON NW PLAN 7—B NH — Al � 1 )'ys Scale: 0.9000 WARNINGS: GENERAL NOTES, unless°thenvise noted. OREGON {I� I Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for anindividual �/ "� -i J_� r'1 b- +�. Truss: Al and Warnings before construction commences. bolding component Applicability of design parameters and properti5 Q�l 2 2s4 compression web bracing must be installed where shown♦ incorporation of components the responsibility of the budding designer. t 'Qry T- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at •�' [+s O��\ V is the responsibility I the erector.Additionalpermanent brscln of 7 o.c.and at 10'o.c.reaped very unless braced throughout their length by F--T7 V pont ityogcontinuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bed should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: I D: LINK K6 fasteners are complete and al no time should any loads greater than S.Design assumes trusses are to be used l^anon-�Reeive environment, EXPIRES: 12/31/2015 TRANS ID: LINK design loads be applied to any component. and saary.umesfor"dry ontlbear bearing supports get 5.CompuTrus has no control over and assumes no responsibility for the 8.Design `"""`""dion.of tallsu da shown.3himerwed December 10,2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINdTCA in BCBI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino.ICompoTrus Software 7.6.7(1 L)-E 1o.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-378) 1540 3- B=(-326) 309 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1751) 477 8- 6=(-431) 1540 8- 4=(-121) 934 3- 4=(-1351) 268 8- 5=(-326) 306 LOADING 4- 5=(-1351) 256 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751) 502 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 809V -82/ B2H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -125/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.141" @ B'- 3.2" Allowed = 1.042" MAX LL DEFL = 0.002" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" A 8-03-04 8-03-04 MAX HORIZ. LL DEFL = 0.059" @ 16'- 1.0" f f MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 1' T T T f 12 12 Design conforms to main windforce-resisting 6.00 M-9X6 Q 6.00 system and components and cladding criteria. q 4.0" Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 8 M-5x8 M-3x4 rn M-3x4 rn CD _ 6 1 oO - 3.00 3.00 12 12 1 )' b 1 y 1-00 8-03-04 8-03-04 y1-00 tD PRO-rt ' k • PRO- rt._._ C_.. GINE : sie <Ct 2 89p ryry ppc00PE _ JOB NAME : POLYGON NW PLAN 7-B NH - A2 Scale: 0.3183 / ` / WARNINGS: GENERAL NOTES, unless otherwise noted: 3 1Truss: A2 Builder and erection contractor should be advised of all General Notes This design N based only upon the parameters shown antis or an individual '17 OREGON �(x and Warn ngs before construction commences building component.Applisability of design parameters and proper ! 1'7 �•+V I V w 2.2x4 compression web bracing must tie installed where shown+ 2 IDncorporeton of component is the responslb lity of the building tleagner. '�'= 11 ^�, 3 Additional temporary bracing to insure stability during construction Design assumes the top and bottom unless braced M be laterally braced at `7 1J Is the responslbll ty o(the erector Addd oval permanent brat ng of Too and at 199. respeclveN throughout ther length by � a DATE: 12/10/2015 me overall structure is me responsibility of the building aes,gner continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R R i L 3 2x Impact bridging or lateral bracing required where shown+♦ _ lr - SEQ. : K15 8 9 6 6 7 4 No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are/or"dry contl ion.of use. S.CompuTrus has no control over and assumes no responsibility for the B.Oe gn assumes full beadng at all supports shown.Shim or wedge if EXPIRES: 12/3 1/2015 fabrication,handling,shipment and installation of components. ry 8.This deegn is furnished subject to the limitations set forth by8.Designsshall b es aeduone drainage faceso buss,an d. December 1 0,2015 e.Plates shall a located on both of truss,and placed so their center TPINV/CA in SCSI,copies of which will be famished upon request. lines coincide wgh joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 0.Diggs indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0'• IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-251) 92 10- 3=( -12) 169 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -69) 347 10-11=(-255) 90 3-11=) -470) 164 WEBS: 2x4 KDDF STAND 3- 4=(-146) 779 11-12=(-682) 251 4-11=(-1145) 248 LOADING 4- 5=( -74) 220 12-13=( -48) 472 9-12=( -95) 806 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -85) 246 13- 8=(-241) 848 5-12=) -361) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-566) 90 12- 6=( -765) 194 TOTAL LOAD = 42.0 PSF 7- 8=(-980) 274 6-13=( 0) 450 8- 9=( 0) 50 13- 7=( -346) 219 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -109/ 613V 0/ OH 5.50" 0.98 KDDF ( 625) REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.036" @ 21'- 8.1" Allowed = 0.781" 13-00 MAX TL CREEP DEFL = -0.065" @ 17'- 8.8" Allowed = 1.042" 13-00 MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" 1' T T MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 5-02-12 4-08-04 3-01 4-07 4-00-05 9-04-11 1' ' ,r ,r 4' ' 4' MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" I IM-4x4 12 M-1.5X9 4.0" Design conforms to main windforce-resisting 6.00 M-3 X>5 4-A M-3x5 system and components and cladding criteria. M-3x5 4 M-3X4 y M-1.5x9 12 M-3X5 Q 6.00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), gl load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. M-1.5x3 'y ss M-2.5x4 or equal at non-structural diagonal inlets. 13 Truss designed for 4x2 outlookers. 2x4 let-ins M-5x6 M-3X9 of the same size and grade a structural top p 2 y y� o• I Outloo ice rsInsure musttight cutfit witheach end and are at-in. CrIt 1 _..... 9 M-3x8 •'_Bo cars permissible at inlet board a only. i M-1. x3 1 1-5x10 0 o M-3x9 ..3.00 3.00 12 12 y 9-11 y 3-01 y 9-08-12 y 8-03-04 y .<"'(., .,iG.PN tr�'tS�tf, " 1-00 9-11 7-09-12 y 8-03-09 1-00 ,':4.. 4 ` ��_, 1 b 1-00 $y rrs r 1-00 26-00 JOB NAME : POLYGON NW PLAN 7-B NH - B1 - -ow' /g Scale: 0.2048 # WARNINGS: GENERAL NOTES, unlessotherousenoted OREGON t* 1 ', I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual y/A� ��/' 14' R4 +}.. Truss: B1 and Warnings before construction commences building component Applicability of design parameters and proper 'FJ6/ ,�,s{ ) 2 2a4 compression web bracing must be metalled where shown+ Incorporation of components the responsibility of the building designer. Y1 3.Additional temporary bracing to Insure stability during construction 2.Design nad at 10.es the top and boltom chordsr to d t roughoaterally braced at �R.R 1 t � V 2ntinantl sheathing hin.respectivelysaswood sbracedthroughoutr dryeir length). F-1 I. is the responsibility of the erector.Additional permanent bracing of continuous such as plywood sheathing(TC)end/or tlrywall(BC). DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bddging or lateral bracing required where shown++ SE K 15 8 9 6 6 8 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. ry 4• : fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, EXI (RES: 1 2/31/2015 design bads be applied to any component. and are for"dryfull tis condition"of use. TRANS ID LINK 6.necessaysumes/ullbeangetalisuppartsshown.Shimorwetlgaif December 10,2015 • 5.CompuTma has no control over end assumes no responsibility for the s�0, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-247) 1594 10- 3=( 0) 22B BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-1886) 361 10-11=(-249) 1591 3-11=( -378) 107 WEBS: 2x4 KDDF STAND 3- 4=(-1479) 359 11-12=(-171) 1308 4-11=( -85) 76 LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 4-12=( -183) 151 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- 8=(-616) 2784 5-12=( -207) 953 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2946) 590 12- 6=(-1726) 395 TOTAL LOAD = 42.0 PSF 7- 8=(-3145) 715 6-13=( -191) 1428 OVERHANGS: 12,0" 12.0'• 8- 9=( 0) 50 13- 7=( -104) 165 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 13-0013-00 A f f MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 5-02-12 9-08-04 3-01 4-07 A 4-00-05 l 4-04-11 ` MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" f f f f I I I 12 12 6.00esisting M-4x6 _ Q 6.00 system and confcomponentsrms to l and lcladdingrcriteria. 9.0" 5 '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), AkloilTM-3x9 load duration factor=l.6, q End Verticals) are exposed to wind, 44 M-3X6 Truss designed for wind loads in the plane of the truss only. M-3x4 3 M-1.Sx3 7 eek 13 rn M-5x6 -M-9x9 4, 12 0 ° 1M-3x10 4. O 10 11 9 0 I M-3x4 M-1.5x3 M-5x10 e 1 0 0 ..3.00 3.00 12 12 b b Y y 1 y 5-01 9-10 3-01 4-08-12 8-03-09 W) P Rapt 1-0o 9-11 b 7-09-12 y 8-03-04 1-00 C hu . I E /© b 26-00 1 ,-. Ct.' 89200 E JOB NAME : POLYGON NW PLAN 7-B NH - B2 Scale: 0.2048 raj WARNINGS: GENERAL NOTES, unless otherwise noted Truss: B2 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an individual �� QN and Warnings before construction commences building component Applicability of design parameters and proper J L 2.204 compress on web bracing must be installed where shown a. Incorporation of component is the responsibility of the building designer. tom, '\ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom unless brads ced be throughouty braced at ( 4, 2.,.!').\1).. , 's the responsibility of the erector.Additional permanent bracing of 7 o continuous antl a110'o c reuch as pi braced(TC) diN r length by DATE: 12/10/2 015 the overall structure Is the responsibility of Ne build ng des goer 2aImp�tsheathing such l b porn requirede sheata sand/or tlrywall(BC) L�'�..� ` 3 2a Impact bridging or lateral bracing where shown+* -- L SEQ.: K 15 8 9 6 6 9 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: P'RE / 1120 fabrication,handling,shipment and Installation of components. necessary. II..��p 8.This design is furnished subject to the limitations set forth by 7.PlatesDesign assumes b el ailed on drainage io tprusse n December r 1 0,2015 8.tries c shall be located both faces of truss,and placed so their center WI/WI-CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software7.6.7(114-E 9.Digits indicate she of plate in inches. P 10.For basic connector plate design values see ESR-1311,ESR-1988(Mick) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 50 2- 8=(-270) 1528 3- 8=(-383) 258 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9=(-124) 1001 8- 4=(-128) 638 3- 4=(-1590) 399 9- 6-(-298) 1528 4- 9=(-128) 638 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-1590) 399 9- 5=(-383) 258 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( O) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSI. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -I'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" 13-00 13-00 6-09-04 6-02-12 6-02-12 6-09-04 Design conforms to main windforce-resisting T f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 Q 6.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 4 4S( Truss designed for wind loads uuy in the plane of the truss only. M-1,5x3 M-1.5x3 3 n o /:4111111111o o 1 l 8 NF 9 ,6 7 0 of M-3x4 M-3x4 M-3x4 M-3x4 to 0 M-3x5(5) b l b l 8-10-03 8-03-11 8-10-03 • y y * � O P R OPS �` v` INEs 10-00 16-00 1-00 ' ` � . 1-00 • 26-00 � $92QOPEt' JOB NAME : POLYGON NW PLAN 7-B NH - B3Sale: 0.2048 � � _ WARNINGS: GENERAL NOTES, unless otherwise notetl • # d��I�DN w� /y. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and s for en individual N _ Truss: B3 and Wamings before construction commences, building componentApplicability of design parameters and proper (�♦ 2 Oo4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. '25- 1 14 a .,o - 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at H^' s the responsibility of the erector.Additional permanent bracing of 7 o i and at ea10 a c respectively unless braced(TC)and/or their length by r continuous sheathingsuchasplywoodsheafaired mg(TC)and/ordrywall(B1) ` -.R1LL DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.at Impact bridging or lateral bracing required where shown 4+ I , SE K 15 8 9 67 0 4.No load should be applied to any component until after all bracing and 4.Installation or truss is the responsibility of the respective contractor. 4• • fasteners are complete and at no see should any loads greater than 5.Design assumes i asses are to be used in a non-corrosive environment, design beds be applied to any component. and are for"dry condition"of use. �/p] [�C[� TRANS ID: LINK puespons ty 8.Design assumes lull bearing at all supports shown.Shim or wedge if CVI7'C ES i 1/31/ 015 5.Com Trus has no control over and assumes no bili for the necessary. C/lP IlCt7 I G J / J fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTtus Software 7.6.7(1L)-E 18 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 9=(-259) 1288 8- 9=( 0) 227 2X6 KDDF #1&BTR T2 SPACED 24.0" O.C. BC: 2x9 KDDF #1&BTR 2- 3=(-1539) 383 8- 9=(-21285 3- 9=(-448) 138 WEBS: 2x4 KDDF STAND 3- 4=(-1080) 364 9-10=(-293)93) 1265 9- 4=( -94) 564 LOADING 4- 5=( 0) 0 10- 7=(-293) 1268 9- 6=(-937) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1063) 337 7-11=( 0) 4 6-10=( 0) 153 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1995) 390 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PEP Ground Snow (Pg) SEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -189/ 1056V -97/ 102H 5.50" 1.69 KDDF ( 625) REQUIREMENTS OF ISC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 KDDF ( 625) 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 o equal at non-structural ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 Unbalanced live loads have been MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" considered for this design. MAX LL DEFL = -0.041" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.084" @ 11'- 0.0" Allowed= 1.406" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL = 0.033" @ 25'- 8.8" Design conforms to main windforce-resisting 13-00 14-00 system and components and cladding criteria. 5-11 5-01 2-00 3-01 10-11 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, '� f f f_ f f (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), 12 5 -M-4x4+ load duration factor=1.6, 6.00 M-4x6 �� 12 end vertical(s) are exposed to wind, Q 6.00 Truss designed for wind loads 4 in the plane of the truss only. + M-3x9 M-2.5x9 or equal at non-structural diagonal inlets. M-3x4 3 ?'z 6 + 0. cv0 M-3x4+ m 1 z - 8 c 9 10 . o M-3x4 M-1.5x3 0.25° M-1.5x3 11 oI M-5x8(S) M-3x9 OD. PRO-� 5-09-09 5-02-12 5-02-12 9-09-091a ., l 1-00 26-00 -' 89200PE ilp JOB NAME : POLYGON NW PLAN 7-B NH - B4 = �� Scale: 0.2298 t) te. WARNINGS: GENERAL NOTES, unless otherwise noted: 0 OREGON 441 1. Truss: B4 i.Builder and erecboncenstrctioncor should bences.advised atall GenerelNotes This ingcomanent.Aonly upon yofdesignpaparameters shown rsandpfor anlndivbual �� ',% - 14, -72Z). A}�. • and Wamings before construction commences building component Applicability of design parameters and proper _`77 2.2x4 compression web bracing must be Installed where shown v. incorporation o(mmponent Is the reapand ty of Me bulking designer. ,a 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��R1�� a the responsibility of the erector.Additional permanent bracing of 7 o c and at 10 o c respectively a p9 unless braced throughout then length by _ DATE: 12/10/2015 the overall structure is the responsibility of building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). sponc y o 3.2x Impact bridging or lateral bracing required where shown n+ SEQ. : K 15 8 9 671 4.Na load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no See should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �/' 1] [� rj y TRANS ID: LINK design bed.be applied to any component and are for drycantlkon"oluse. EXPIRES 1213 /2015 5.CompuTrus has no control over and assumes no responsibility for the 6.Dceasicess assumes full bearing at all supports shown.Shim or wedge It fabrketbn,handling,shipment and installation of components. ry. December 10,2015 7.Design assumes adequate drainage N provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIANICA in BCSI,copies of which all be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits Indicate sac of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #15BTR 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 <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 f T T 12 I IM-4x4 12 6.00 3 Q 6.00 2 ` 4 o12 n I 1 MI Is: o O o M-3x5(S) Il M M-3x4 -3x4 l y 1 10-00 12-00 £• 0 .�a p), 1 1-00 1 22-00 C- G,1 • 'e' .,`S'�3 44/ IT 8-9200PE c JOB NAME : POLYGON NW PLAN 7-B NH - C1 d .Sale: 0.3558 -_ i • . WARNINGS: GENERAL NOTES, unless otherwise noted: b • tr OREGON I Balder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual "p' A_ R. (3 Truss: Cl and Warnings before construction commences balding component Applicability oIdeslgn paramelers and proper If 7 \ 2 204 compression web bracing must be Installed where shown incorporation of component Is the responabllty of the building designer. J� '`I fr ,1 3 Additional temporary bracing to insure stability during constructon 2 Design assumes the lop and bottom chords to be laterally braced at 1''M s is the responsibility of the erector.Additional 1 bracing f 2'o.c and at 10'o c respectively unless braced throughout their length by pons itypermanen go 20 ssidgingng such as plywood sheathing(TC)and/or drywall(BC) _Ui4-t DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. S EQ.: K 15 6 9 67 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-meosive environment, TRANS I D• LINK design loads be applied to any component. and are assumor Rryes condbi bearing ause. 5.ComWTms has no control over and assumes no responsibility for the 8.Design assumes full at all supports shown.Shim or wedge if EXP I RE C.• 12/31/2015 2/31/201.5. ry. Qr G//��F RCt7 /J 1G J fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 0,2015 8.This design is furnished subject to the limitations set forth by S.Pates shall be located on both faces of truss,and placed so their center TPIAARCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./Compclms Software 7.6.7(1 L)-E 10.For basic connector plate deagn values see ESR-1311,ESR-t988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC I LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 50 2- 8=(-229) 1261 3- 8=(-311) 220 BC: 2x9 KDDF #155TH SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1509) 335 8- 9=(-103) 639 8- 9=(-111) 992 3- 9=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 992 LOADING 9- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.093" @ 14'- 5.8" Allowed = 1.059" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T f f f T system and components and cladding criteria. 12 12 6.00 M-4x6 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 9 ,(-r( End vertical(s) are exposed to wind, A Truss designed for wind loads in the plane of the truss only. M-1.5x3 irillirr" M-1.5x3 3 M o M o 0 1 r a C17 2 ?., 7 8 9 6 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 1 I l y y l 7-06-03 6-11-11 7-06-03 l P 10-00 y y , (} R. fi. 12-00 1-00 i-0ay �� fG�C"tNE�� '/% zz-oo �Cy 892007E i' JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2933 WARNINGS: GENERAL NOTES, unless otherwise noted: •.# /'4e.. Truss: C2 1.Builder and erection contractor should be advised of ell General Notes This design k based only upon the parameters shown and Is for en individual '1g OREGON A �� • and Warnings before construction commences building component.Applicability of design parameters and proper Vs 2.2x4compresslon web bracing must be Installed where shown incorporation o/compolrent la the responsibility of the building designer. 41' (�A 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chortle to be Iatereity braced at '�� -f,}' 4\ ' s the responsibility or the erector.Additional permanent bracing Sr T o.c and at tO o.c.respectively unless braced throughout their length by DATE: 12/10/2015 the overall structure sine responsibility I the building dee continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • •41'�©'L.� spons dy o g gner. 3.2k Impaa bridging or lateral bracing required where shown++ rl SEQ. : K 15 8 9 67 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • fasteners ere complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrushas nomntrolover and assumes no responsibility for the B.neeace ry. ssaes full beadngetall supponeshown.Shim orwedge It EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation of components. 7. ry. Designsshallassumes ca adequate both'fadrainage to ptrus'sa n December 10,2015 6.This design Is furnished subfed to the limitations set forth upo by B.Plates shall be located on both faces of truss,and placed so their motet TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits Indicate alae of plate In Inches. 10.For basic connector plate design values see E5R-7371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. Design conforms to main windforce—resisting BC: 2x9 KDDF #1&BTR 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor-1.6, End vertical(s) are exposed to wind, LL = 25 POP Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 'f '1 T 12 12 I IM-9x4 Q 6.00 6.00 3 9 o O ` irip /11 0 o 0 M-3x5(S) M M-3x4 -3x4 1 1 10-00 12-00 .E) ROF S el9200PE JOB NAME : POLYGON NW PLAN 7—B NH — C3 Scale: 0.3558 �: �fl WARNINGS: GENERAL NOTES, unless otherwise noted: 1! OREGON �C/�.. It 1 Builder anderectron contractor should be advised o/all General Notes 1.This design is based only upon the parameters shown end Is for an individual Truss: C3 and Warnings before construction commences building component.Applicably of design parameters and proper 2 2x4 compression web bracing must be Installed where shown+ incorporation of component is the responaibil N of the building designer. ��/f0 M�" 1-4 T 2f i,l� "k� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords brae be laterally braced et r- .. s the responsibilityf the erector Additional permanent bracing of T c.c and at 10.o c respectively unless braced throughout the r length by © ` ocontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC) rl �v. DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown++ SEQ.: K1589674 4.144 bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and el no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. G TRANS ID• LINK asresponsibility 6.Design sumesfull bearing at all supports shown.Shim or wedge If EXPIRES: V b'DCC. 12/O1/2015 5.CompuTrus has no control over and assumes no for the necessa G/�F Il C l7 G/a� 1 ic. fabrlcatIon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design is(unshed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed m their center TPI/WlCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-13/1,666-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8 1261 8=(-311) 220 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 839 8- 9=(-111) 992 WEBS: 2x9 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 9- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"00. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.059" MAX TL CREEP DEFL = -0.088" @ 19'- 5.8" Allowed = 1.906" MAX LL DEFL - 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T f ' . . system and components and cladding criteria. 12 12 6.00 M-4x6 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 'f'r End vertical(s) are exposed to wind, DTruss designed for wind loads in the plane of the truss only. 1.5x3 /1'5X3 3 m O M o jr 10 Z' 8 9 + 7 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 .6 I 7-06-03 6-11-11 7-06-03 10-00 12-00 J' l 1-00i-0o Cy�� ` NG1 GINE- 22-00 $9200PE JOB NAME : POLYGON NW PLAN 7-B NH - C4r��/ Scale: 0.2433 WARNINGS: GENERAL NOTES, unless otherwise noted' Truss C4 1.Balder and erection contractor should be advised of all General Notes 1.This design is based on9 upon the parameters shown ands for an Individual -�,a4 ©Afi0ON w 'e,_ and Warnings before construction commences building component.Applicability of design parameters and proper J A Lp. �/ 2.2x4 compression web bracing must be installed where shown+. incorporation of component s Me reaponsiNl ty of the building designer. .4"-- �{\ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chortle to be laterally bracelet4 �!� f ' M "�`� s the respons b liy of the erector.Additional permanent bracing of Y o c and at 70' respectively unless braced Mraughout me r length by I DATE: 12/10/2015 the overall structure is the responsibility of the building desgnercontpactssheathing suchasbac wooesheathhereeowneing(TC)and/or tlrywall(BC). �_f ` 3.2x Impact bridging orthlateralbrocng required where shown++ i.e. SEQ.: K 15 8 9 67 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads beapplled to any component. and are for"dry coni ion:of use, 5.CmnpuTrus has no control 00cr and asoumes no responeibdity for the 6SuIt bee dng at all suppods strewn.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation of components. necessary. 8.This design lshumiehed sub)cce to the limitations set forth by 8.Pltesbegn esadedoneothfageloprossan December 10,2015 B.Plates chat be located on both laces of buss,and placed so their center TPINVTCA In SCSI,copies of shah will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate she of plate in Inches. MITek USA,Inc./CoerpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate dedgn values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-9=(-35) 32 2-9=(-99) 81 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -7) 3 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 1'- 0.0" -29/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 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/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 9.0" Allowed - 0.159" 3-00 MAX TC PANEL TL DEFL - -0.005" @ 2'- 5.2" Allowed = 0.239" 1 1' MAX HORIZ. LL DEFL - -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL - -0.000" @ 3'- 8.2" 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, g Truss designed for wind loads 2 in the plane of the truss only. II PROVIDE SUPPORT I r o ti / 1 Oto- m m -/ of 5->< XA o M-3x8 M-1.5x3 l 1 3-00 b b 4-00 eco PR1fi: ' 89200PE c JOB NAME : POLYGON NW PLAN 7-B NH - D1 Scale: 0.6153 �� WARNINGS: GENERAL NOTES, unless otherwise noted: © • OREGON 1 Builder and erection contractor should be advised of all General Notes 1 This design Is based onty upon the parameters shown and is for an individual • w. 4 Truss: Dl and Warnings beforecensirucbon commences building component Applicability of design parameters and proper VFs 2 204 compress on web bracing must be metalled where shown Inmrporatlon of components the responsibility of the building designer. G<6- '4 1_v}f rJC) *- 3 Additional temporary bracing to insure stability during construction 2 2.o.c.and at 1.the rep andbottomun chords bra be throughouterally their I Y r• is the responsibility of the erector.Additional permanent bracing of Z n i antl at sheathing o n respects ively vply unless eacetl throughout r drr length by continuoussr suchrlbacig red uired sg(TC)ownedrywall(BC). ":_Rit� DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown i+ SE K15 8 9 67 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibit ty of the respective contractor. 4• • fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. design bads be applied to any cemponenI and are for"dry condition"of use. n/h TRANS ID• LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRE 12/31/201 5.CompuTrus has no control over and assumes no responsibility for the necessary. C/l f" RCt7 16 J 1 G J fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WtCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Ino./CempaTrus Software 7.6.7(SL)-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 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" 12 MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 4.00 2 Design conforms to main windforce-resisting system and components and cladding criteria. lir Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), 41 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. o 1 I I ti M o M-3x8 l y 3-00 1 9 00 l • �„.rP� ON-IN F'7 . 'PROVIDE FULL BEARING;Jts:4,3,2 I V `t. ' 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - D2111_ 4 Scale: 0.6962 A A+. WARNINGS: GENERAL NOTES, unless otherwise noted: /- f'�OREGON w. .4" I.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is for anindividual F� ��L.Is. Truss: D2 and Warnings before construction commences building componentApplicability ofdesign parameters and proper {/�� "T f 2.254 compression web bracing must be installed where shown i incorporation of component Is the responsibility of the bulking tleagner. �'"�' t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally Graced at _ r • �� - is the responsibility of the erector.Additional permanent bracing of z o c and at 10 o c respect vely unless braced throughout their length by - ��R- ' DATE: 12/10/2015 the overall structure is the responsibility of buildingdew 2xcoImpact sheathinginat suchr l bracings plywoodrequired he e s and/or drywall(BC). spomi yo goer. 3.eS Impact britlgirg or lateral where shown+" SEQ.: El5 8 9 67 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 rime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I'y [� /T //r� design lads be applied end are for"tlrycondilion'ofuse. EXPIRES. 12l3�y2015- TRANS ID: LINK gn pp ie ycoassul. 8.Design December 10,2015 5,CompuTms has no control over and assumes no responsibility tar the necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WfcA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CotnpuTrus Software 7.6.7(tL)-E to.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall CON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 0" 3 y' 0 I 0 M 2 N _� 0 4 M-3x4 l l 1-00 8-02 tioc.d PROfi� , .\,. v. ,,,,t?- 444 89200PE �r— JOB NAME : POLYGON NW PLAN 7—B NH — El411IP if(g5......... Scale: 0.6366 WARNINGS: GENERAL NOTES, unless otherwise seled [�cam*.��''++�� t Builder and erection contractor should be advised of all General Notes I This design Is based only upon the parameters shown and is for an individual 'y OREGON w. 44t Truss: El and Warnings before construction commences building component Applicability of design parameters and proper Vs 2.204 compression web bracing must be Installed where shown«. incorporation of components the responsibility of the building deegner. < ''4"' 14, Ty Q. "i"` at 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced length G' s the respons blltty of the erector.Additional permanent bracing of 7 o e and at 10 o c respectively unless braced throughout their length by 4/i continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). .`/' R..R _\ DATE: 12/10/2015 the overall structure s the responsibility of the building designer. 3.Di Impact bridging or lateral bracing required where shown«« - f� SEQ.: K1589678 4 No load should be applied to any component until after all bracing end 5.4. allation of truss is thhe are responsie usedityfin anos-corrorespective e c ntrraconrment, fasteners are complete and at no time should any loads greater thanDesign assumes design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsblity for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES" 12/31/2015 story. p 1I,��py� G/\II�` Cl7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 0,2015 6.This design is furnished subject to the limitations set forth by e.Plates shall be located en both faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide wfh joint center tines. 9.Digits indicate see of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(I L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC I LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 WEBS: 2x9 KDDF STAND2-3=(-105) 88 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -68/ 979V -33/ 97H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.294" @ 4'- 1.7" Allowed = 0.484" MAX TC PANEL TL DEFL = -0.393" @ 4'- 1.7" Allowed = 0.727" 7-10-04 0-03-12 T f 'I MAX HORIZ. LL DEFL - 0.001" @ 7'- 10.3" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 4.00 17 M-1.5x3 Design conforms to main windforce-resisting q system and components and cladding criteria. 3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 ti 0 m N 1 '11.7,_raiimmimimmimmmimmimimmalAI 2 illi. 0 5 M-3x4 M-1.5x3 l .1 ). 7-10-04 0-03-12 y y y 1-00 8-02 -, 0 PRopt ttJGINFF5 `(.,O 2 ' :924 JOB NAME : POLYGON NW PLAN 7-B NH - E2 Scale: 0.5366 �/e"''..-� � WARNINGS: GENERAL NOTES, unless otherwise noted An E2 I.Balder and erection contactor should be advised of all General Notes This design sl based only upon the parameters shown and Is for an individual 753,e.„ Xp ©CREG©� i;<;.--.04- Truss: and Wamngs before construction commences building component Applicability of design parameters and proper fel l'1 A 2.2x4 compression web bracing must be Installed where shown+ incorporot on of component Is the responsibility of the building tleslgner. ,may A t`� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at � `7�"' 1 4 r RQ`;v is the responsibility of the erector.Additional permanent bracing of s o c and al la o c respectively unless bated throughout their length by DATE: 12/10/2015 the overall structures the responsibility of the building designercontinuous sheathingr such l b plywood required were shown a srywell(BC) _ &71:1-:R.11.\--..: 3.2x Impact bridging or lateral bating raga red where aMwn++ _ SEQ.: K1589679 4.No load should be applied to any component until after all bracing and 4 Installation of truss kthe responsibility ofthe respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are or"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.resign assumes lull bearing et all supports Shawn.Shim or wedge If ry [[]] [� fabrication,handling,shipment and installation of components. cessary. EXPIRES: 12/31/2015 6.This design is furnished subject to the limitations set forth by 7.Designassumesbesatled on eth face iopross. December 10,2015 8.Plates shell be located on both faces of truss,and placed so their center TPUWTCA In BC 51,copies of which will be Nmished upon request. lines coincide WM joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(7 L)-E 9.Digits indicate see of plate In Inches. 1 o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 49 3-9=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"00. CON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -29/ 212V 0/ OH 5.50" 0.39 KDDF ( 6 25) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "Oc spacing. i 1 1 1 1 1 1 IIIIIII it BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 10.1" Allowed = 0.279" MAX TC PANEL TL DEFL = -0.043" @ 2'- 8.1" Allowed = 0.419" 4-11-04 0-03-12 1' 1 1 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.2" 4.00 1 = Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6,End verticals) are exposed to wind, lrillHil Truss designed for wind loads in the plane of the truss only. 0 El I N o f 5 2 M-3x4 M-1.5x3 ci l l l 4-11-04 0-03-12 in Iin 1-00 5-03 PROpt- 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.5895 -- WARNINGS: GENERAL NOTES, unless otherwise noted: # . l� IV it 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 it/OREGON.V w.N 4 44/ Truss: E3 and Warnings before construction commences building componentApplicablty&desgn parameters and proper n 2 914 compression web bracing must be nslalled where shown v. incorporation of component s the responsibility of the building designer. /6 1) 1 4 Z9 -..i., rally b 3 Additional temporary bracing to insure stability during construction 2.2 Design assumesat10.the respectively s and ct vely un chords braced to d throughout uthee at by h s the responsibility of the erector.Additionalpermanent bracing f contic.nuous wean reuch asplyuood unlesssbethin(TC)and/ordrylength). p pons kydinggo 2xImp ousshging or suchasacing required sheathingresho shown -. liR L�. DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.0:Impact bridging or lateral bracing where shown*e SE K 15 8 9 6 8 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is me responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, design bads be applied to an t. and are for"dry condition'of use. TRANS I D• LINK gn pP y component. 6.Design assumes full bearing at all supports shown.shim or wedge it EXPIRES: V��D CY1: 12/31/2015�/3 /201 5 5.CompuTrus has no control over and assumes no responsibility for the necessary. G/l IIGI� I c�J c. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CorrlpoTnus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 " TC: 2x4 KDDF #15BTR oc spacing. 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. DGN. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 Peg' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal t AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ypical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 3 12 4.00 v o gligglill tni 0 co 2 rnM-3x4 4 l ). l 1-00 5-03 fri • PROSsGINE / ' tN -4 0 `'t' ti 89200PE JOB NAME : POLYGON NW PLAN 7—B NH — E4 ,4,0007,:-"" -- Scale: 0.7524 WARNINGS: GENERAL NOTES, unless otherwise noted "3 N OREGON. w �4", Truss: E4 1.Balder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown end is for an Individual €_Lll�} a 14 v and Warnings before mnOructon commences. building component Applicability of design parameters and proper Y�/� "�/.'" 14, 4 r2.. 2.2x4 compression web bracing must be Installed where shown+ inmrporaban of component Is the responsibility of the building designer aG✓ b {� a �: _ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced at �� Is the responsibility of the erector.Additional permanent bracing of 2con.c and e11 d a c respectively unless braced throughout their length by DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. tenuous sheathing such as plywood sheath ng(TC)and/or drywall(BC).4 Na load should be applied to 3.2v Impact bridging or lateral bracing required where shown++ SEQ. : K1589681anycomponentuntilafterallbracingand 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, ��j/I'y [] c 12/31/2015 TRANS ID: LINK design loads be applied to any component. and are for tlry condition.of use. EXPIRES: S CompuTrus has no control over and assumes no responsibility for the fi.Gasicesn assumes(all bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. ry' December 10,2015 6.This design Is famished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide wfth joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate sae of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I I (Drawings not to scale( offsets are indicated. Damage or Personal Injury MIM Dimensions are in ft-in-sixteenths. 11•46‘. 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 MMENIEMIMMINIEFEMNIMI 2. Truss bracing must be designed by an engineer.For 1/ 16 •L4 O may require bracing,or alternative TorI bracing should be considered. 3. Never exceed the design loading shown and never �� CJ stack materials on inadequately braced trusses. Provide opies of his truss design to the ng 7-8 c6-7 cs-6 4. designers,erection tsupervisor,property ownerand 0 BOTTOM CHORDS For 4 x orientation,locate plates -'na� from outside 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. i� 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. 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. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ® number where bearings occur. SIN IIIIIIIII tgiTIA, Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 9 p ANSI/TPI1: National Design Specification for Metal 19.Reviewandpicturesall portions of this designReviewing(frontpiback,cturesalone words before use. Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, nwannek20.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