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Plans (444) 5T L?- 12_ MiTek� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-265_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: R45125315 thru R45125324 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. � CIO PROP 5 0GINE�c� r� w � 89782PE yt A UL P`�J 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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45125315 PL15-265_UPPER F01FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:32 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-SgKRVHzjyCjvWU_vNlwXpzzUcgKga2?hcKgRZfygBCv I 1-0-0 I P.5-61 I 1-2-0 I F -I Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 Il 1.5x3 I I 1.5x3 II 1.5x3 I I 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e A L. e Ia a/ e / e/ or i I jilr ISS0.. / 11111111\ / NS41,. Ni. or ee ...e.. 2A. 23 22 21 20 19 18 17 1. 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= 7-0-1417-7-14 I8-2-14 I 14-4-4 I I 7-0-14 0-7-0 0-7-0 6.1-6 Plate Offsets(X Y)- 1,8:0-1-8 Edge]j19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Ina NO WB 0.39 Horz(TL) 0.04 16 n/a n/a Weight:73 lb FT=0%F,0%EBCDL 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) 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=-273/0,2-2401712/0,2-23=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 3-10c1(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). ��'EO P LOAD CASE(S) Standard �NG]NE '9 / 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) 4. Vert:16-24=-8,1-15=80897 2PE r' Concentrated Loads(Ib) Vert:2=-674(F) !/ MIN C..... 40 _. 11A OREGON a'- AUL EXPIRES: 12/31/2016 August 7,2015 e e A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02H6B015 BEFORE USE. Design valid for use only with Milek 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 S 1B��1.' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 7777 Greek" Lane fabrication,quality controL storage,delivery,erection and bracing,consult ANSI/TPI1 QuaBy Criteria,DS6-89 and BCSI Building Component 7777 Greenback Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. suite Holed,.CA ARM D Job Truss Truss Type Qty Ply POLYGON R45125316 PL15-265_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Ju111 2014 MiTek Industries,Inc.Fri Aug 07 1427:33 2015 Page 1 ID:DFk29p3tCrPAGZnVberaityJvg6-w0ugjtl_LjWrm7eZ6wTRmMBVbaEe9JTSgq_P_55ygBCu 0-10-12 I I 1-2-0 I I 0-10-8 I I 2-6-0 Scale:1/2"=1' 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 WA/ o N a e e I' e 1• 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 II 4x6= 3x6= 3x4= I 1-1-12 11-8-12 12-3-12 I 13-8-4 I 1-1-12 0-7-0 0-7-1) 11-4-8 Plate Offsets(XY)— [2:0-1-8 Edge'[3'0-1-B.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Ina' 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. ��R Efl PRppt6 ) c 89782PE 1-" '� : ' OREGON p''rr'4. 9k PAUL RA4RY A5 J EXPIRES: 12/31/2016 August 7,2015 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MH-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 e iy�T�lR:' - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY1 ! fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TPI1 Quality CrIteria,DSB-B9 and BCS'Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 f:an,c Heights,('A;Sato Job Truss Truss Type Qty Ply POLYGON R45125317 PL15-265_UPPER F03 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 14:27:34 2015 Pagel ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz zugzdIn8lUAy?u02rpd4w2yP_3e9YdYygBCt I 26-0 I P-5-10 I I 1-2-0 110-8-14 1 Scale=1:22.8 1.553 II 1.5x3 I I 3x4= 354= 1.553 II 3x4 = 1.5x3 II 1 2 3 4 5 354= 6 7 8 e e - -\a o N v e e v e 14 13 12 11 10 • 354= 3x6=1.5x3 II 1.5x3 I I 356= 3x4= I 5-10-2 1 6-5-2 17-0-2 1 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)- [4.0-1-8.Ed44[5:0-1-8.Edge) LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/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) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. Rip PROrt ti\AG[NE6-R <0 2 ac .89782PE <"' ang 9,,y OREGON ''•9R OREGON 1 50 4� ('AUL x' EXPIRES: 12/31/2016 August 7,2015 f i 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 MTek 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 IIIIII is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiliity 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/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:an,c Heights,r:A ecetn Job Truss Truss Type Qty Ply POLYGON PL15-285_UPPER F04 Floor 2 1 R45125318 Job Reference(opfional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 I D:D Fkz9p3tCrPAGZnVberKOtyJvgB-0C SCwz_zUgzdlnB lUAy?u02red2b2xS_3e9YdYygBCt 2-6-0 I I 1-8-6 1 1 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 e e r _ a e a -e I1.1 \ 111.111.1.1.1.1111111.1111.1111_ N �� v111111.11141.111411411111%* e. 1 AA 13 12 11 10 .cam 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= I 7-0-14 17-7-1418-2-141 14-4-4 7-0-14 0-7-0 0-7-0 6-1-6 1 Plate Offsets(X.Y)— [4:0-1-8.Edgej.[5:0-1.8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BOLL 0.0 Rep Stress Ina YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (lb)-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. .90 PRQp sINE � 4t- 89782PE f Now -9 OREGON ON. Q k PAUL Ck � �9 EXPIRES:12/31/2016 August 7,2015 1 / ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/18/2015 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. Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown1111111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MI AT eIC fabrication.quality control,storage,delivery,erection and bracing,consufl ANSI/TPI1 QuaBty Crtieda,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Sake 109 rears Neighs,,r.A 95810 Job Truss Truss Type Qty Ply POLYGON R45125319 PL15-265 UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 1427:35 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-sP0a7J?bF75UNAU2uTERcbOnIPJnRM711u59_ygBCs I 2.0-10 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 • • \ 9 \ N e ° 1-I 1 10 9 8 1.5x3 II 1.5x3 11 3x6= 3x4= 3x4= I 2-3-10 1 2-10-10 1 3-5-10 1 9-7-0 I 2-3-10 0-7(1 0-7-0 6-1-6 Plate Offsets(X•Y)— [2:0-1.8.Edge].[3'0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina 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=989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �.- PR 5 4 89782PE - -g •REGON '� ' -9, ,._4Up4 'I RV Ab "k„' pAUL 0-4 EXPIRES: 12/31/2016 August 7,2015 / �� I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02116/2015 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 stabltty during construction is the responsibility of the MTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TP11 QuaBy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Inlormalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:an,cHeigM.,(IA 9561n Job Truss Truss Type Qty Ply POLYGON R45125320 PL15-265_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLe0D0REL_5Hgcb?Tzp750Re4WpBHXyefiQygBCr I 2-6-0 I 2-1-12 I I 1-7-0 110-9-8 I 2-3-0 I 1 1-2-0 I I 1-4-0 1 1-0-0 1 Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • e e e • 1111111411111414144111111411.91- 0 N e ea e 1 An. 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4 = 12-10-12 I 4-10-12 15-5-12 I6-0-12 I 11-8-12 12-3-121 I 15-11-12 I 4-10-12 0-7-0 0-7-0 5-6-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y1— [7O-1-8.EdgeL[12:0-1-8.Edge].[15'0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 Incl YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=2351/0,5-6=-2679/0,6-7=2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=304/0,415=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. Q,to PRQFFs ¢ 89782PE C III -7 •RECON © Y y iv '1 !GQ' R r-AUL ,�J EXPI RES: 12/31/2016 August 7,2015 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.02/16/2015 BEFORE USE. Design void for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IYIp lT ek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �■ f fabrication.quality control,storage,delivery,erection and bracing,consuti ANSI/TP11 Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Canic Heigh$5 CA 9Sfiln Job Truss Truss Type Qty Ply POLYGON R45125321 PL15-265 UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 1427:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLeODOREL 5Hgcb?Tzp7BaRIZWujHXyefiQygBCr I 1-9-14 I I 1-2-0 11 0-8-14 1 1 2-6-0 1 Scale=1:17.6 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 Pil _1111.° -411111iiii i 4 N V- e- e v 11 10 9 8 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = I 2-0-14 1 2-7-14 1 3-2-14 1 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1.6 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3.0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) L/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. SRV) PRprts �N�'tNEA° * 89782PE f i -9' OREGON 5) -9' Q "9 �qRY 16 2<Q PA UL EXPIRES: 12/31/2016 August 7,2015 t 1 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-.not truss designer.Bracing shown T 'li` is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the [YB�ta * erector.Additional permanent bracing of the overall structure s the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control storage.delivery,erection and bracing,consul ANSI/TPI1 QuaOy Criteria,051.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citron Heightc CS 45610 Job Truss Truss Type Qty Ply POLYGON R45125322 PL15-265_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 t427:37 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-on7KY 1mIMCcFst9J1A4W1gL6r9OFOJQIcNCEsygBCq I 2-5-0 I 1 3x4= 2 1.553 II Scale=1:8.7 ■ ■. II 0 N III ME 11 Wig kqAtil 4 n 3 1.5x3 II 3x4= I 2-8-0 I 2-8-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-8-0 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) 4=112/0-4-4,3=112/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 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. ��r�p PR pFts -5 �tyG1NF6� ✓(24,._ ,� 8*782PE 17 OREGON iv r©N 9Rir 'AUL 4Ry Ab \ � EXPIRES: 12/31/2016 August 7,2015 4 I ®WARNING-Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MN-7473 rev.02/16/2015 BEFORE USE. -- Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component " 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 1 fabrication,quality control,storage,delvery erection and bracing,consult ANSI/TPIl QuaBly CrBeda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rens Heights ra QSRtn Job Truss Truss Type Qty Ply POLYGON R45125323 PL15-265_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 1427:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1T.Y2tU3EPR3j01x3EDPHFK3JYZ G7ImJygBCp I 7-6-0 I 2-1-12 1 1 1-2-0 110-9-8 I 7-3-0 I I 2-3-0 I I 1-2-0 n 2 I r 1 Scale=1:28.2 4x4= 1.5x3 I I 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a _ e e 411144.41141.11%.4% e e - e ` 0 \ / N e \ e \ e / e Q^I _e e '1' 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4 = 3x4 = 12-10-12 I 4-10-12 I5-5-12 p-0.12 1 11-8-12 12-3-121 I 16-2-8 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y1— [7:0-1.8.EdgeL112•0-1-8.Edae] [15.0-1-8.Edge] [16.0-1-8.Edgs] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-2402/0,4-5=2402/0,5-6=2764/0,6-7=2764/0,7-8=1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. RiV) PRopts �$' oGINE�,Q s/0or9 Q 89782PE r i �/ 9 OREGON �'4"Q 9k CAUL RAJ EXPIRES: 12/31/2016 August 7,2015 i t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. i Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mill 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 Quay CrBeda,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 ren.c Heighte rA r 581.0 Job Truss Truss Type Qty Ply POLYGON R45125324 PL15-265_UPPER F10 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:38 2015 Page 1 ID:DFk29p3tCrPAGZnVbert<OtyJvgB-H_hjmK1 TY2U3EPR3j01x3EDXVFVF_gWZ_G71mJygBCp I °-6'4 I I 2-4-12 I 1 3x4 = 2 3x6= 3 1.5x3 II Scale=1:8.7 1111 II 'pi= 0 N 1 II 111111•11 U �,, 1.5x3 II W4: 6 5 p41 4 3x6= 3x4= I 0-7-12 9-413-5-0 1 0-7-12 1-8 2-7-12 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 5 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Incl NO WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 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 6-0-0 oc bracing. REACTIONS. (Ib/size) 5=414/0-5-8,4=56/Mechanical Max Uplift4=27(LC 3) Max Grav5=414(LC 1),4=98(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-264/0 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. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)180 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) PR act 0 Vert:4-6=-8,1-3=-80 X..- E' Concentrated Loads(I ) AG)NE •c•SI Vert:1=-180(F) tt 89782PE 1- 5*, OREGON Q''-t. T 99kPAUL ,v4 EXPIRES: 12/31/2016 August 7,2015 __ 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. Milt Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the '��* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,068-89 and BCSI building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Pknec I-Ieighf,CIA 95ain Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/ii' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) offsets are indicated. Damage or Personal Injury rainDimensions are in ft-in-sixteenths. 11%‘,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orx-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0.146.14 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I o bracing should be considered. et IIIIIMAir Al O U 3. Never exceed the design loading shown and never 1111101111110, stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building ~ C7-8 C6-7 C5-6 For 4 x 2 orientation,locate .— designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. g y protected Design assumes trusses will be suitab from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless exceese noted,d 19%attimretof fabrication.lumber PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. �! Indicated by symbol shown and/or by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at 44 output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. N."-, 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. NM iii Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable 11111 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. miTeke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 _mi. is. MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-D NH GABLE AT GARAGE 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: K1345903 thru K1345942 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. uS ,,v' /0 t 89782PE 9r" f9,,OREGON N.- to ,,,,-,---,70, * 112016 August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24-08-08 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RIDE @16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2- 8=(-730) 1837 3- 8=( -170) 250 2x6 KDDF #16BTR T2 2- 3=(-2843) 871 8- 9=(-858) 2138 8- 4=( -65) 768 BC: 2x6 KDDF N16BTR LOADING 3- 4=(-2678) 900 9-10=(-642) 1513 8- 5=( -474) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-1856) 693 5- 9=( -657) 465 2x4 KDDF STUD A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1911) 736 9- 6=( -161) 1156 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 24'- 8.5" V 6- 7=( -126) 150 6-10=(-2571) 1014 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 8.5" V 10- 7=( -394) 273 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA -- --- LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -647/ 2486V -175/ 306H 5.50" 3.98 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 24'- 8.5" -984/ 2651V 0/ OH 5.50" 4.24 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" "• VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans 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 = -0.059" @ 13'- 3.8" Allowed = 1.190" MAX TL CREEP DEFL = -0.118" @ 13'- 3.8" Allowed = 1.586" MAX HORIZ. LL DEFL = -0.023" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.035" @ 24'- 5.0" 7-11-11 16-08-13 Design conforms to main windforce-resisting 1' f 1' system and components and cladding criteria. 3-11-08 9-00-03 5-09-025-06-09 5-10-01 / T f 4 /597.309 I f 1 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x6 load duration factor-1.6, 12.00 � =M-6x6 -M-6x6 M-3x6 Truss designed for wind loads 5 6 7 in the plane of the truss only. ,25x3fA\Ya = .111111.11111111111.1 .1.N111.1111111111111.11P2 -/ 8 9 10 9 I M-3x6 M-3x8 0.25 M-9x6 M-7x8(S) y 7-07-08 y 8-05-10 y 8-07-06 y �� Et3 PRQfi�s GINE r 29-08- a y 1-00 �uC�� '`P �I 17 89782PE r- JOB NAME : 7-D POLYGON 7-D NH - Al f: ` - - ' Scale: 0.2535 ,,- - NI.SoWere (#NERALNOTsb, untaupon the parameteedrs 1? OREGON � -- I.Budder and erection contractor should be advised of all General Notes 1.This de dim is based only upon the p.rametera mown and is for en Individual Truss: Al end Warnings before construction commences. building component.Applicability of design parameters end proper 4' (59 r 2.204 compression web bracing mast be installed where shown+. Incorporation or component la the reaponalbRny of the building designer. I,tfo (/ rt. i (V'* ',, 3.Additional tem bracing to Insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced et .T _` temporary2'o.c.and at 10 o c reepedNply unless braced throughout their length by !/{,,,, �y N the rospo strubblycture of the erector.Addttlof pennaneM brectng of continuous sheatgng such as plywood oaredWeathing(TC)and/or drywid(BC). • PIIS U t . DATE: 8/10/2015 the overall structure Ia the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where Mown++ x""11 L SEQ.: K1345903 4.No load should be applied to any component until after all bradng and 4.Installation oft misshe seetosi ulty of the itytlfna nesportove contractor. fasteners are complete and at no time should any loads greater than Design assumes TRANS ID: LINK desIgn beds be applied to any component. d andareror^stn Nibe�nfai:raw supports u �j 5.CompuTrus has no control over and names no responsibility for the Dedtin assumes g al ppo tlpe EXPIRES:ES: 12/31/2016. necesw, fabrication,hendurp,aldpment and Installation of components. T.Dealgn assumes adequate drainage is provided. AUg UST 1 O,2015 8.This design Is furnished subject to the limitations set forth Mw ce by S.Plates all be located on both faces of truss,and placed their nter TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate M inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF 814BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-1218) 370 1- 8=(-565) 881 2- 8=( -205) 200 2x6 KDDF A14BTR T2 SPACED 24.0" 0.C. 2- 3=(-1086) 404 8- 9= BC: 2x6 KDDF N14BTR (-923) 891 8- 3=( -105) 453 3- 9=( 0) 0 9-10=(-300) 639 8- 5=1 -289) 90 WEBS: 2x9 KDDF STAND; LOADING 3- 5=( -736) 331 5- 9=1 -228) 238 2x9 KDDF STUD A LL( 25.0)+OL( 7.0) ON TOP CHORD= 32.0 PDF 5- 6=( -789) 324 9- 6-) -118) 556 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -127) 199 6-10=1-1099) 376 TC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD = 92.0 PSF 10- 7=( -157) 90 BC LATERAL SUPPORT <= 12"0C. UON. LL = 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -189/ 1045V -165/ 291H 5.50" 1.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5" -179/ 1078V 0/ OH 5.50" 1.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** Fox hanger specs. - See approved plans 'ONO. 2_: Design checked for net(-5 pof) nnlift at 24 "oc snaring. 1 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.026" @ 13'- 3.8" Allowed = 1.190" MAX TL CREEP DEFL = -0.049" @ 13'- 3.8" Allowed= 1.586" MAX HORIZ. LL DEFL =-0.011" @ 29'- 5.0" MAX HORIZ. TL DEFL = 0.016" @ 29'- 5.0" 9-11-11 14-08-13 1 1 1 Design conforms to main n windforce-resisting 3-11-08 3-09-12 2-02-07 3-04-02 5-06-09 5-10-01 system and components and cladding criteria. 1 1 1 /- 12 1 1 Wind: 190 mph, h=29.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 M-3x4 M-1.5x3 1 o M-1.5x3 0 ,--4 c 0 I 0 0 co rn I5 =--.. Immommilmmommommomma 1*+ 8 9 ++10 0 M-3x4 M-3x8 0.25" M-3x4 M-7x8(S) K C1 P QF 1 7-07-08 l 8-05-10 y 8-07-06 l .,..3* . G•AGINE ,?/a 24-oa-oe y �� 8 782 PE TC' .,~,. JOB NAME: 7-D POLYGON 7-D NH - A2 / 1 Scale: 0.2363 © � „' X40 WARNINGS: GENERAL NOTES, unless otherwise noted ,�v a Y c: )N, : A21Builder and erection contractor should be advised of al General Notes 1.This design la based only upon the parameters shown and le for an Individual `�"�� q 6 Y 1 �V and Warnings before construction commences building component.Applicability of design parameters and proper a 7 _` 2.2a4 compression web bradng must be Installed where shown+. incorporation of component is the respon&bpty of the building designer. j 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bosom done.to be laterally braced al PA �`V is the responsibility of the erector.Additional permanent bracing ofcontinuT o c.and et es o c respectively ply unless braced Throughout rdrtheir length by ll L DATE: 8/10/2015 Oreowerenstructure lamerasponslbilnyormebunalrpdesigner. OsInpaussheathingsuchasplywoodne(rc)anerordonvan(BC). 3.2s Impact bridging or lateral bracing required where shown++ SEQ. : K 13 4 5 9 0 4 A 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.Desigo,awmes losses are to be used in a nomcorrosNe environment, TRANS ID: LINK designWO.beapplied manycomponent. and are for Why condition•of use. EXPIRES. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NI bearing et all supports shown.Shim or wedge It August 10,2015 fabrication,handling,shipment and installation of components, necessary 6.This design is Nmlehad garbled to the limitations set fail by 7.Design assumes adequate drainage Is provided. 8.Plates sill be located on both faces of truss,and placed as their center TPVWTCA in SCSI,copies of which MN be furnished upon request. lines coincide with feint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,lnc./CompuTrus Software+7.6.6-SP1(1L)-E to.Per basic connector plate design values see ESR-1317,ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=(-1224) 988 1- 7=(-289) 938 7- 2=( 0) 277 5-10=(0) 279 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -871) 603 7- 8=(-289) 936 2- 8=(-476) 334 WEBS: 2x4 KDDF STAND 3- 9=( -589) 509 8- 9=( -57) 600 8- 3=(-340) 392 LOADING 4- 5=( -879) 604 9-10=(-216) 789 8- 4=(-189) 177 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1224) 489 10- 6=(-215) 791 4- 9=(-197) 901 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=(-480) 337 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -162/ 1038V -302/ 302H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 29'- 8.5" -162/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. "" For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacifg. 11-11-11 0-09-02 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f 'f 1 f MAX LL DEFL = 0.032" @ 13'- 1.8" Allowed = 1.190" 6-02-08 5-09-03 0-10-09 5-07-12 6-02-08 MAX TL CREEP DEFL = -0.055" @ 13'- 1.8" Allowed = 1.586" 1 ' 1` 1' '( 1' MAX HORIZ. LL DEFL = 0.017" @ 24'- 3.0" 12 12 MAX HORIZ. TL DEFL = 0.026" @ 24'- 3.0" M-4x6 M-5x6 12.00 7 3 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. 02E4� Wind: 190 mph, h=25.2ft, TCDL=4.2,8CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed fox wind loads in the plane of the truss only. M-3x4 M-3x4 24.44(//i .4 Ailliihk. co M '�(k.. 10 ..6 0 of 1{*M-3x4 M-15x3 e 0.25"9 M-1.5x3 M-3x4 i 0 0 M-5x8(S) M-3x4 { pp r y 6-00-12 y 5-07-12 1-05-04 5-06 y 6-00-12 y ':,``�" PROFr4' 24-08-08 4 1 ,89782PE r- / JOB NAME : 7-D POLYGON 7-D NH - A3 li /` . Scale: 0.2326 J < /,.� uses Mlrorv4sa noted: V J ( -._.-.- .... ..... 1 Buudere GENERAL ignhNOTES, -7 REGON�n'°' t.Buller end erection oonlredor should be advised of al General Notes 1.This design h based only upon the parameters shown and le for an individual fl t.:l V Truss: A3 and warnings before construction commences building component.Applicability of design parameters end proper 4.2.254 compression web bracing mast be installed where shown.. incorporation of component is he reeponswggy of the building designer, y q R y .%5 3.Additional temporary bracing b insure stability during canehuctlun 2.Desitin assumes the top and bottom chorda to be laterally braced et lathe responsibility f the eredar.Additional permanent bracing of 2 o.c.and et 10 o.c.respectively unless braced throughout their length by j+� t (k' ty a continuous sheetmng such as plywood sheathing(TC)and/or drywa0(BC). � r-A U L s i DATE: 8/10/2015 the overall structure as the responarolity of the building designer. 3.2a Impact bridging or lateral bracing required where shown e. v SEQ.: K 13 4 5 9 0 5 4.No load should be applied to any component until after all bredng and 4.Installation or hues is the responsibility of 'mediae contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corros0e environment. TRANS ID: LINK deelgn wads be applied to any component. and an se`wma a fullbecondition.tata.supports wedge 5.CompuTrvehas nocontrol over and assumes noreepunelbilftyfor the 6.D ""bead to so shown. if EXPIRES: 12/31/2016 necessary. fabrication, ba handling,shipment and installation m components. 7.Desgn assumes adequate drainage is provided. August 10,2015 5.Thiss Is ba design is nished subject b the limitations set fort by 8.Plates Meq be located on both feces of truss,end paced so their center TPgwTCA In SCSI.copies of which will be Nmlahed upon request. lines coincide with joint center lines. 9.Digits indicate size of piste in Inches. MITek USA,Inc./CompuTrus Software 7.6.8)11)-E 10.For beak connector paste d.Ngn values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 914 1- 9=(-397) 821 2- 9=(-273) 253 7-14=(-1323) 435 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=( -981) 465 9-10=( -5) 16 9- 3=( -68) 342 19- 8=( -119) 68 WEBS: 2x9 KDDF STAND 3- 4=( 0) 0 10-12=( 0) 0 9-11=(-179) 642 LOADING 3- 6=( -633) 404 11-13=(-350) 957 3-11=(-101) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-14=(-346) 963 6-11=( -13) 316 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1029) 415 10-11=( 0) 52 --- TOTAL LOAD = 42.0 PSF 7- 8=( -48) 56 11- 7=(-380) 185 7-13=( 0) 257 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -228/ 1045V -239/ 282H 5.50" 1.67 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 24'- 8.5" -220/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) 0-09-02 � -q-_-�( 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacy,g. 11-11-11 0-__ 02 8-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' 1' 1' 1' '( MAX LL DEFL = 0.038" @ 14'- 8.5" Allowed = 1.190" 5-00-12 4-09-08 2-01-07 2-01-07 6-08-12 3-01-08 MAX TL CREEP DEFL = -0.058" @ 14'- 8.5" Allowed = 1.586" MAX HORIZ. LL DEFL = -0.016" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" 10-00 T 1' Design conforms to main windforce-resisting 12 4 5 12 system and components and cladding criteria. 12.00 7 M-5x6 N 12.00 Wind: 140 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-9x6 (All Heights), Enclosed, Cat.2, Exp.13, MWFRS(Dic), 3 • load duration factor=1.6, Truss designed for wind loads #, in the plane of the truss only. M-1.5x3 1111111001. 2 M-5x10 M-1.5x3 8 I w .14417,7MMIll co -11111111 u7 ._ Com'- I 13 **14 o 1•" 9 10 lz M-1.5x3 I M-3x4 M-3x8 M-1.5x3 M-3x4 0 0 M-5x8 .6 .6 l l l l 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 l y y y 15-01-12 y .6 9-06-12 y r .6 16-01-08 0-11-12 8-07 y ,,,s' •� GNG GINS -- --/ :_., 24-08-08 L(, }39782PE 1 JOB NAME : 7-D POLYGON 7-D NH - A3V .�' ,./.-2 �'- ` '' Scale: 0.1910 / `/` WARNINGS: / .Bolds erection OThis gnNb, unlessotherwise per mete' , "A-OREGON h Truss: A3V +�anWarntl.berercomrodoronshould commences. encelaetl of all General Notes 1.bmsEaston tabased only upon the parameters and laroreoIMlvltlual a.� antl Waminoa berore coneiructlon commences. buldlrp component.panenoCIth onesign panmeten and pro proper q5'- 2 2s4 compression web bracing must be Instated where shown.. incorporation o1 component is the responsibility or the building dealgner. ,,,Ej� �41p Y 1,5 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me lop and bottom moms to be laterally braced et 77 Is the responsibility of the erector.Additional permanent bracing of 74 2'o.c.and at IS a.a.respectoply unless braced throughout their length by /F�_' DATE: 8/10/2015 the overall structure N the rospnnsiblity of the bolding designer. continuous sheathing such as eying reod uiredsheathere sown r dryweA(BC). `. f.^ � 3.2s Impact bridging or lateral bracing required where ive oa.. r f j SEQ.: K 13 4 5 9 0 6 4.No load should be applied to any component until after all bracing and 4.Installation calms is the responsibility of the respective contractor. fasteners are complete and at no time should any dads greater then 5.Design assumes lssee are to be used Ina nencorrosve environment, TRANS I D: LINK design dada be applied to any component. and are for"dry condition^of use. 5.CompuTnn nee no control over end assumes no responsibility forme e.Design assumes Ng bearing al all supports shown.Shim or wedge if EXPIRES. 12/31/2016 fabricallon,handling.shipment end Installation of componenta' 7.Design ssumes adequate drainage is provided. August 10,2015 8.This design h M furnished sub(ed to the limitations set forth by 8.Plate.shall be located on both races of buss,and placed so theft center TPI,WICA in SCSI,copies or which will be furnished upon request. Anes coincide with(DIM center lines. 9.Digits Indicate eke of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.60 L}E +O.Far bask connector plate design waded see ESR-+3+7,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #169TR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9- 5=( -379) 196 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -981) 378 7- 8=( -3) 16 7- 3=( -83) 343 5-11=( 0) 257 WEBS: 2x4 KDDF STAND 3- 4=( -633) 341 8-10=( 0) 0 7- 9=(-124) 637 5-12=(-1323) 341 LOADING 4- 5=(-1029) 321 9-11=(-282) 957 3- 9=( -88) 98 12- 6=( -114) 68 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -48) 56 11-12=(-278) 963 4- 9=( -25) 316 BC LATERAL SUPPORT <= 12"01. DON. DL ON BOTTOM CHORD = 10.0 PSF 8- 9=( 0) 52 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC DON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -151/ 1045V -233/ 281H 5.50" 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -144/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0* For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. 9-11-11 4-09-02 6-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' ' f 1 f MAX LL DEFL = -0.031" @ 14'- 8.5" Allowed = 1.190" 5-00-12 4-10-15 4-09-02 6-10-03 3-01-08 MAX TL CREEP DEFL = -0.058" @ 14'- 0.5" Allowed = 1.586" 1 1' 1 1' ' 1' MAX HORIZ. LL DEFL = 0.015" @ 24'- 5.0" 12 12 MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" M-5x6 M-4x6 12.003 a 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4A �� Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 z M-5x10 M-1.5x3 6 '-1 I0driggil 1 I N 11111.1111111111.1111.1 oI 1 M o '9p I 11 .*12 r M-1.5x3 M-3x4 0 1** 7 8 10 j o M-3x4 M-3x8 M-1.5x3 0 ' M-5x8 ) l , .8 .6 1 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 l ,6 .6 15-01-12 9-06-12 y 1 ) . � P R OAFS 16-01-08 0-11-12 8-07 1 lrGjicsk,.(c..,0 �c� G{Nf©9 24-08-08 �" 89782PE r' JOB NAME : 7-D POLYGON 7-D NH - A4 ry - ' -<1 Scale: 0.2398 / ,._.-'.-^ ..._. WARNINGS: GENERAL NOTES, unless otherwise noted, (e" -I 1.Builder and erection contractor should be advised of all General Notes 1.TMs design h based only upon the parameters shown and is for an individual jl-OR EG ON nom' Truss: A4 and warnings before construction commences. building component.Applicability of design parameters and proper I(/" re,'J • 2.2114 compression web bradng must be Installed where shown*. incorporation of component Is the reapanalbANy of me building daalgner. +', uQ�^y�. .6 ,. 3.Additional temporary bracing b Imre daddy during construction 2.Design endsf1annum the lop and bottom chords to be laterally braced et •R •{'A r i _y le the responsibility of the erector.Additional permanent bracing of 2'rtc. al 70 o.c.respectively unless braced throughout Meir length by ! O continuous ridging such as plywood required a whereC)and or drywal(BC). A..lit- 1 i '�' DATE: 8/10/2015 the overall tlntdure is me responsibility of the building designer. 3.24 Impact bridging or lateral bradng required shown a. rA v M SEQ.: K1345907 4.No bad should be applied to any component untIatter all bracing and 44..Instalatiangn of the e�Mbulxam.poppedhecontractor. - fatleneroaro complete end at no time should any hada greater than and ere for"dry condition"of use. TRANS I D: LINK design bade be applied to any component. 8.Design assumes ml bearing et all supports shown.Shim or wedge If (] !� ///]d/�4 5.CampuTrus hes no control over and assumes no responelbllfy for the ay', a EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design is furnished subject to the Limitations set forth by 8.Plates shall be located on both faces of trues.end placed so their center TP1W1 CA in BCSI,copies of which coil be famished upon request. Ines coincide with joint center lines. 0.Digits Indicate else of plate in inches. MiTek USA Iris./Compulrus Software 7.6.6(1L}E tO.For bask connector plate design values see ESR-1311,ESR4888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-06-08 HIP SETBACK 3-05-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR; 16-06-08 GIRDER SUPPORTING 29-08-08 FROM 9-00-00 TO 16-00-00 1- 2=( 0) 80 2-10=( -742) 2862 10- 3=( -670) 2599 2x6 RODE #1SBTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-9119) 1126 10-11=(-1329) 5000 10- 9=(-3296) 936 BC: 2x12 KDDF #1&BTR WEBS: 2x9 ROOF STAND 3- 4=(-2862) 818 11-12=(-1768) 6792 9-11=( -510) 2268 LOADING 4- 5=(-5240) 1980 12-13=(-1768) 6792 11- 5=(-2312) 608 LL =25 PSF Ground Snow (Pg) 5- 6=(-6112) 1682 13-14=(-1512) 5880 12- 5=( -989) 2289 TC LATERAL SUPPORT e= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 3'- 5.0" V 6- 7=(-3879) 1059 14- 8=) -998) 3874 5-13=(-1238) 304 BC LATERAL SUPPORT 72"0C. UON. TC UNIF LL( 67.7)+DL( 79.0)= 86.7 PLF 3'- 5.0" TO 13'- 1.5" V 7- 8=(-5544) 1460 13- 6=( -486) 2168 TC UNIF LL( 50.0)+DL( 19.01= 69.0 PLF 13'- 1.5" TO 16'- 6.5" V 8- 9=( 0) 80 6-19=(-3096) 888 BC UNIF LL( 0.0)+DL( 27.1)= 27.1 PLF 0'- 0.0" TO 16'- 6.5" V 14- 7=( -900) 3576 NOTE: 2x9 BRACING AT 24"00 UON. FOR BC UNIF LL( 283.9)+DL( 193.01= 476.9 PLF 9'- 0.0" TO 16'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED --- BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 68.8)+DL( 19.3)= 88.1 LBS @ 3'- 5.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 68.8)+DL( 19.31= 88.1 LBS @ 13'- 1.5" 0'- 0.0" -889/ 3254V -92/ 92H 5.50" 5.21 ROOF ( 625) OVERHANGS: 12.0" 12.0" ADDL: BC CONC LL+DL= 2757.0 LBS @ 8'- 0.0" 16'- 6.5" -1291/ 9972V 0/ OH 5.50" 7.96 RODE ( 625) ( 2 ) complete trusses requited. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Join together 2 ply with 3"x.131 DIA GUN h t 4r-{ipi)._p1 f 2a •� kg. nails staggered at: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �/ 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M9" oc in 2 row(s) throughout 2x6 top chords, BOTTOM CHORD CHECKED FOR OSPSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 3 row(s) throughout 2x12 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.133" oc in 1 row(s) throughout 2x9 webs. 9" MAX LL DEFL = 0.093" @ 8'- 3,2" Allowed= 0.781" MAX TL CREEP DEFL = -0.115" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = -0.001" @ 17'- 6.5" Allowed = 0.100" *** HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.001" @ 17'- 6.5" Allowed = 0.133" LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.008" @ 16'- 1.0" MAX HORIZ. TL DEFL = 0.016" @ 16'- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. 3-04-11 9-09-02 3-04-11 T { Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-04-11 2-01-07 2-09-02 2-09-02 2-01-07 3-04-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f load duration factor=1.6, 12 88.106 488.10# Truss designed for wind loads M-4x8+ 12 in the plane of the truss only. 12.00 V M-4x8 M-3x5 M-3x8 M-3x5 N12.00 4 50 M = -- ,01 M-5x16- \ _ _ _ M-5x16 ko 10k10, r -�(M I' N 7 EO 1 10 11 12 13 19 �- o M-12x14+ M-12x20+ M-12x14+ M-12x20+ M-12x14+ o y y y +257# y y y K,t P Qx�Ss 3-02-04 2-07-06 2-05-10 2-05-10 2-07-06 3-02-09 y 1-00 y y y .0 �.1,GINE, C� /© 16-06-08 1-00 ,,--Zi •T '1 89782PE :Cr, JOB NAME: 7-D POLYGON 7-D NH - Si •J___ Scale: 0.3432 9 GO �(/y WARNINGS: GENERAL NOTES, uNess otherwise mtetl' 15' Truss B1 Bolder end erection contractorReaM be ad teed of all General Notes This design Is belied only upon the parameters shown and la or an individual "e &4 IT '''ntl Weminga before construction commences building component AppNubllNy of design parameters end proper "�( '1r 2.2e4 comprectlon web bracing mug be Installed where shown*. Incorporation of component la the responsibOlty of the building designer. -{ 3.AddMonal temporary bracing to Insure stability during oonsirucllon 2.Dedgn assumes the lop and bottom chorda to be laterally braced al a,,, AN is the responsibility o!the erector.Additional permanent bracing of 2'o.c.end al 10'o.c.respectively unless braced throughout Durk length by �•7 DATE: 8/10/2015 the overall siructura is the responsibility of the building designer. continuous sheathing such as plywood required ing(TC)and/or drywa0(BC). 4•: 4.No bad should be applied to. component g and4.In impact bridging Is leMre1 bracing where shown l SE K1395908 eW no<om until Nada greatereredn 4.Design mss trusses ere roc to 0eoftheonpectsecoe=rector. ra.tign N dsare compete and at no gine ant. any loads man B.Design dor"dry Wsee.era b be used m a�n<amd.roe environment, EXPIRES: TRANS I D: LINK tlesign bads be applied to any component. and Design some condition"g use. 12/31/2016 2/3 11201 6 5.CompuTrua has no control over and assumes no reaponslbNNy for the 8.Design assumes Ng bearing al ell supports shown.Shim or wedge If August 10,2015 G J fabricedon,handling,shipment and Inalellation of components. necsasary. 6.This design Is furnished subject to=M IlmMibne set forth byT.Design easuw mea adequate drainage Is provided. 8.Plates shall be located on both faces of truss,and placed so their center TPWJICA In 13581,copies of which will be famished upon request. Ones coincide with 01nt center Imes. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}Z 5.Digits indicate Wee al plate In Inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 78 2-5=(-82) 123 3-5=(-268) 113 BC: 2x4 KDDF #168TR SPACED 29.0" O.C. 2-3=(--90) 32 5-6=( 0) 0 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -124/ 997V -44/ 77H 5.50" 0.74 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -136/ 19V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 5.0" -52/ 35V 0/ OH 5.50" 0.06 KDDF ( 625) 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 ICOND. 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" 1-11-11 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" ,r 1' MAX LL DEFL = -0.016" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.021" @ 0'- 0.0" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.2" Allowed = 0.098" MAX TC PANEL TL DEFL = 0.012" @ 1'- 8.6" Allowed = 0.072" 12.00 V MAX BC PANEL LL DEFL = 0.005" @ 2'- 0.5" Allowed = 0.075" MAX BC PANEL TL DEFL = 0.006" @ 2'- 0.5" Allowed = 0.100" -/ MAX HORIZ. LL DEFL = -0.035" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.042" @ 1'- 10.9" /M-1.5x3Design conforms to main windforce-resisting system and components and cladding criLexis. 1 Wind: 190 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 Iload duration factor=l.6, NTruss designed for wind loads rn the plane of the truss only. of,r, PI 1.111.1110=1.11.1111o o f ►�. Y b 2-05 Jr Jr k 1-00 3-05 'PROVIDE FULL BEARING;Jts:5,4,6 I ;,6 1u P R V/ tc GE 9ct9Lp 0 INr -57 .ct 8 782PE < ' JOB NAME : 7-D POLYGON 7-D NH - BJ1 h r�.= Scale: 0.6225 .- ..., WARNINGS: GENERAL NOTES, unless otherwise noted y asst[_J�./'h/"YK ^�� . 1.Bulder and erection contractor should be advised of all General Notes 1.This design is based only upon ens parameters shown and Is for an Individual 7- OREGON GON ' Truss• BJ1 and Warnings before construdinn commences. building component Applicability of design parameters and proper • 2.2a4 compresion web bracing mug be Installed where shown+. Incorporation of component la the responsibility of the building dealgner. "',�...&e4 h V 13 ,4}j` 3.Additional temporary bracing to enure stagily during construction • 2.Design assumes the lop and bosun unlessthobraced to be throughoutN breoed at �l ! Yy� lathe responsibility of the enactor.Additional permanent bred 1 T o e and at i V o e rsuch as sly ditheir length by "S o continuous sheathing such as plywood sheathing(IC)end/or drywal(SC). PA UL L s� DATE: 8/10/2015 the overall structure la the reaponlb:I y of the building designer. 3.26 Impact bridging or lateral bracing required where shown n o 4.No load should be applied to any component until after all bradng and 4.Installation of truss lame responsibility of respective contractor. SEQ.: K 13 4 5 9 0 9 fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are H be used in a non-corrosive env"°"mend, design leads Be applied to any componem and are for-dry condition"of use. .1 ry.l)r]/{ TRANS I D: LINK 5.ComprTrus has no control over and assumes no responsibility for the S.Design assumes NM bearing el all supports shown Shim or wedge If EXPIRES: 1 2/3 1/201 6 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design Is Nmlahed subject to the limitations set forth by S.Plates shall be located on both faces of truss,end placed so their center TPIMIICA In SCSI,copies of which coil be furnished upon request. g Inca indicatwith e sinofjoint center lines. plate in Inches. MiTek USA Inc./CompuTrus Software 7.6.6(1L)E 10.For basic connector plate design values see EBR-1311,ESR-1B5S(Mack) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 24-08-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2933) 926 1- 8=(-683) 1898 2- 8=(-167) 242 10- 5=( 0) 516 2x6 KDDF #1&BTR T2 2- 3=(-2768) 956 8- 9=(-805) 2259 8- 3=(-169) 908 5-12=(-1583) 627 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-1918) 729 9-11-( -24) 63 8- 4=(-687) 402 6-12=( 0) 404 WEBS: 2x4 KDDF STAND; LL = 25 POE Ground Snow (Pg) 4- 5=(-2269) 926 10-12=(-817) 2264 9- 4=(-160) 229 12- 7=( -571) 1777 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO B'- 0.0" V 5- 6=(-1385) 581 12-13-) -56) 99 9-10=(-791) 2222 7-13=(-2679) 915 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 20'- 4.5" V 6- 7=(-1999) 733 4-10=( -85) 19 TC LATERAL SUPPORT <= 12"OC. SON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 20'- 4.5" TO 24'- 8.5" V 11-10=( 0) 126 BC LATERAL SUPPORT <= 12"OC. UON- BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 8.5" V BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 20'- 4.5" 0'- 0.0" -632/ 2442V -176/ 229H 5.50" 3.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 24'- 8.5" -870/ 2757V 0/ OH 5.50" 4.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Xe For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �ONp„ �gn h A d f n t)- s ) 1'f 9 i�g. 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 = -0.062" @ 11'- 11.4" Allowed = 1.190" MAX TL CREEP DEFL = -0.125" @ 11'- 11.4" Allowed = 1.586" MAX HORIZ. LL DEFL - 0.026" @ 24'- 5.8" MAX HORIZ. TL DEFL = 0.042" @ 24'- 5.8" 7-11-11 12-05-02 4-03-11 T f . .( Design conforms to main windforce-resisting 3-11-08 4-00-03 3-11-11 4-02-02 4-05-12 4-01-04 system and components and cladding criteria. f f 597.30# f f 097.30# T Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-9x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 M-3x8 M-3x4 a 12.00 load duration factor=1.6, 3 6 Truss designed for wind loads J 4 5 in the plane of the truss only. l� � M-1.5x3 M-4x6 2 All\11111 ` .a .-i o I ro o -, 0 1 ,:l: MB* B 9 11 12 M-3x10 M-3x4 o M-3x6 M-3x8 M-7x8 M-7x8 0 M-1.5x3 1 vi y l ), l 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 y 16 01-08 ), 8-07 y ?' P R Oi 619 y z4-oe oe y ��<0 :,,Z.1C INE--� /0 �" /89782 P E -9_,JOB NAME : 7-D POLYGON 7-D NH - A5 !"; _, . (xCv Scale: 0.2519 � WARNINGS: GENERAL1.This design unless tithe otherwisenoted: " OREGON " 1.BuNder and erection contractor should be advised of a0 General Notes I.This tlestgn Ia based only upon the parameters shown and is for an Individual y7yx� ��'J Truss: A5 and Warnings before construction commences. building component.Applicability of design parametere and proper V 2.1x1 compression web brednp must be installed where Mown+, Incorporation of component Is the respondbety of the btAldng designer. ..take. -vf. R f' `s, jr 3.Additional tem Ay g construction 2.Design assumes the top and bottom chorda to be IateralN braced al T� V�7 J • temporary bracing b Insure stability dodo 2'o.c.and at 10 o.c.reepectNey unless braced throughout their length by le the responslblWy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(IC)and/or drywal(SC). �{\ DATE: 8/10/2015 the overall structure Is the responslbnny of the building designer. 3,2a Impact bridging or lateral bradng required where shown w+ ��.. F_ SEQ. : K 13 4 5 910 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrnshe environment, TRANS I D: LINK design loads be applied to any component, and are for"dry condition'of use, 5.CompuTue hes no control over and assumes no responsibility for the 6.Design assumes NII bearkg at all auppona shown.shim or wedge If EXPIRES:. 12/31/2016 fabrication,handling,shipment and Installation of components. necessary. 7.Desl8.This design is furnished subject to the limitations set forth by 8.Platesnshall be locattedassumesuoneboth laces ofdrainage Is�sls,ed.and placed so their center August 10,2015 TPL NrCA In SCSI,copies of which wig be furnished upon request. Ines colndde with Joint center lines. 9.Digits Indicate she of plate In Inches. MITek USA,Ino./COmpuTrus Software 7.6.6(1L)-Z 10.Fm bask connector plate design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER–BC Refer to CompuTrus rafter detail for complete specifications. HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X9-2 DF kl&BTR TOP CHORD LL + DL = 32.0 PSF 11-02-04 �� 4-00 T M-3x6(5) PROVIDE SUPPORT 12 M-5x8 8.49 M-3x6 M-3x6 pp a. M-3x6 a. M-3x8 m o002 ,cyEO PROfies y y y y -- 8 782P E 9r' 1-07-02 11-03-12 7-00-02 yz, r? �� `. y 19-11 Ay'�',f' JOB NAME: 7—D POLYGON 7—D NH — AR Ir'I Scale: 0.3519 C✓ 40 otk(} WARNINGS: GENERAL NOTES, unless otherwise noted. '9,L�O EfiAC1IV�q'r. c' I.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and h for an Individual .11 A y.. ,, V s Truss: AR and Warnings before eonatradlon commences. building component.Applicability of design parameters end proper 7 `1 j Y J �CJ✓. 2.2x4 compression web bracing must be Installed where shown+. incorporation of component b Me reeponstbNpy of the building daslgner. /{''_ 3.Additional temporary bracing to Insure stability during construction 2.Oe.0.dip assumes the top and bottom chords to be laterally braced at ` i—4 U` �\ N the responsibility of dro erector.Additional permanent bract e( o o.c.and al 10'0.0.respectcely unless braced throughout their length by 1.. permane ng continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x impact bridging or%tare)bracing required where shown++ 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. SEQ.: K 13 4 5 911 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID LINK design aad.beap nedtaenyaomponen. and arerardrycondBon•ofuse. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.DC eg assumes NA bearing et all supports shown.Shan or wedge If fabrication.handling,shipment and Installation of components. ry August 10,2015 7.Pesignassumesatled drainage to ege provided. 6.This designfurnished isfurnishedw furnished bled to the limitations set forth by e.Plates shaft be located h calad on both as of tiles,and placed so their center TPI WTOA In SCSI,copies of which,NA be furnished upon request. Anes coincide with Joint center lines. 9.Digits Indicate sin of plate In inches. MiTek USP,Inc./CompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR4988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RIDE #1&BTR LOAD DURATION INCREASE = 1.151_ _ BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-159) 86 2-5-(0) 0 LATERAL SUPPORT <= 12"OC. UON. LOADING TC3-9=( -44) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 6.7" Q TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 309V -58/ 170H 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 91V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 5.0" -130/ 141V 0/ OH 1.50" 0.18 [(DEE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spooling. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.056" 12 MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0.079" MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.9" Allowed = 0.283" 12.00 MAX TC PANEL TL DEFL = 0.026" @ 2'- 1.4" Allowed = 0.925" MAX HORIZ. LL DEFL = -0.001" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.001" @ 3'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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=l.6, .1 I Truss designed for wind loads o in the plane of the truss only. 0 I M' O r p �� 5 M-3x4 1 l l l ,1 1-00 3-05 0-06-11 1PROVIDE FULL BEARING;Jts:2,5,3 I � ,D P 13 Opr � 447 ct' 89782 PE �,-' JOB NAME: 7-D POLYGON 7-D NH - BJ2 fr %h Scale: 0.6043 / a .-„ - WARNINGS: GENERAL NOTES, unless otherwise rated. -... ...... Truss: BJ2 1.Builder end erection contractor should be advised of a1 General Notes 1.This design Is based enN upon the parameters shown and is for an Individual '1OREGON R EG('O N N's end Warnings before conenndlon commences building component Applicability of design parameters end proper V 2.2x4 compression web bracing must be Installed where Mown+. Incorporation of component la the res herd i ly of Me building designer. .may^ Additional temporary bracing to Insure stability during construction 2.Design and t 10 the top orb bottom chords lo be laterally braced et Tjy q RY ,.(e„-c- 3. Is the responsibility of the erector.Additional permanent bracing of T o c eru at 1G o c.respecth ively ply unleca braced(TC(eroN(heir length by ♦L,r �• DATE: 8/10/2015 the overall structure la the responsibility of the building designer. Do Impact aridging or suerlbracing acnro required igen and/ortlrywall(BC). • C's il + ` 4.No load should be applied to any4.installation tmptio badging or thelatrel pred required the where shown++ /"' u SEQ.: K1345912 pPes Ott.should untily after NI 4.Designtasom assumes trusses responsibilitytbusofinsrespedive onoonCAe environ fasteners are complete and et no nme any lose.greater than 5.Design assumes wee.are to be used m anon-corredve environment, TRANS I D: LINK design loads be applied to any component, and are for"dry condition"ewe. s.CompuTtuehas nowntrolover and eseumeanoresponsibility for ine 8. neeessarysumeeNAbearing eteNsuppotsshown.Shlmorwedge lf EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components7.Desig drainage Is 8.Thio design ie furnished subject to the limitations set loth by 8.Platesn nshal be locaassumesatedooneboth faces of osls,sd.and placed so their center August 10,2015 TPVWfCA M BCSI,copies of vhlah will be furnished upon request. Anes coincide oath joint center Ilnes. MiTek USA,Incl/CompuTNS Software 7.6.6(1 L)-E 9.Digits indicate size of plate In Inches. 10.For basic connector plate design value.see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-300) 280 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 3-4=( -76) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 302V -90/ 224H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 9.3" -187/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -54/ 79V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spaciig. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/190 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.283" MAX TC PANEL TL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.425" �7 MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7 Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. oro h 0 N 1 000(1� 5►1 o M-3x4 1 J• 1-00 ,L 3-05 y 2-06-11 y RO PR0Fe„ 'PROVIDE FULL BEARING;Jts:2,5,3,9 If�`�C ,a�1Ii E -45 6./0 ,89782PE t/c' i JOB NAME : 7-D POLYGON 7-D NH - BJ3 , „--/-....� ---,.--/' Scale: 0.9703 P- / unless y., �"'� / • . WARNINGS: GENERAL NOTES, �1 >� 1.Budder and erection contractor should be advbed of al General Notes 1.This desks,Is based only upon the parameters shown and Is for an thdivldual ,/J_ J+ RE N c' ,,r, Truss: BJ3 and Warnings before construction commences. building component.Appllcebtgy of design parameters and proper +� f. (�` 2.2x4 compressan web bracing must be Installed*here shown•. Incorporation of component Is the responsibility of the building designer. 4 4[�v A 6 t,"( 3.Additional temporary bracing to hours*teddy durhS construction 2.Design and StIassumes the top end bottom dards to be lelerally braced vii l _S`(,/ is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 o.c rsuch as ly unless braced throughout their length by V germane continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA..'+1- F DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• v 4.No road should be applied to any component until ager all bracing and 4,installation of truss Is the responsibility of the respective centrede, SEQ.: K 13 4 5 913fasteners are compete and at no time should any loads greater than 5.Design assumes mlseas are to be used m a nen-conoshe environment, TRANS I D• LINK design loads be applied to any component. ars are for full bearing or use. 12/31/2016 f{ ]l ({l p 5.CompuTrue has no control over and assumes no respensibilly for the e.Design assumes full bearing al rag supports shown.Shim or wedge If EXPIRES: 1 2/3 1/20 1 6 ry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 1 0,2015 S.This design la furnished subJsd to the li n talion set forth by 8.Plates shall be located on both faces of truss,and paced so their center TPINJICA in SCSI,copies of which will be fumaned upon request. lineB.Digits coincide with Joint ocarter lines. elsein inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 BC: 2x9 KDDF #158TR SPACED 24.0" O.C. 2-3=(-437) 346 3-4=(-172) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -44) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 6.7" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -8/ 288V -118/ 302H 5.50" 0.96 KDDF ( 625) 3'- 2.2" 0/ 31V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.3" -259/ 323V 8/ OH 1.50" 0.41 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 5.0" -144/ 180V 0/ OH 1.50" 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I['OND 2• D h k d >= f- n ) 1'f 9 'fig. AND BOTTOM CHORD LIVE LO$DS ACT NON-CONCURRENTLY. -/ VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 7'- 11.7" Allowed = 0.056" MAX TL CREEP DEFL = -0.000" @ 7'- 11.7" Allowed = 0.074" IMAX TC PANEL LL DEFL = 0.007" @ 1'- 10.9" Allowed = 0.283" MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.9" Allowed a 0.167" MAX HORIZ. LL DEFL = -0.005" @ 7'- 4.3" MAX HORIZ. TL DEFL = -0.005" @ 7'- 4.3" 12 Design conforms to main windforce-resisting 12.00 P system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(lir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. I 3 m o 1 MIMEMEMEMMEM0 M-3x9 1 00 3 os y 9-06-11 l y 0. l-\`�, �NE � CL9c9 I PROVIDE FULL BEARING;Jts:2,6,3,4 v `� , 9782PE �r- JOB NAME : 7-D POLYGON 7-D NH - BJ4 �`� =� Scale: 0.3947 ��`,� • ,, ,4 WARNINGS: GENERAL NOTES, unless otherwise noted: (r++ �� 1.Builder and erection contractor should be advised of al General Notes 1.This deeds Is based onty upon the parameter.shown end Is for en Individual .7M f� Truss: BJ4 and Warnings before construction commences. building component Applcabillly of design parameters and proper / 2P 2 204 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer, n Y�.. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bolt, cholla to be laterally braced et "l(^� Is the responsibility of the erector.AddEenel permanent bracing of T o.e and at 10 o.c.respecslvely unless braced throughout their length by /l S a�]C DATE: 8/10/2015 the overall structure Is the responsibiny of the building designer. 2x Impact sheathing such l bs acinplywgre airedsheatwhere e s end/or drywaA(BC). �A-U M- 3.20 Impact bridging or lateral bracing required where Mawr., SEQ.: K 13 9 5 914 4.No bad should be applied to any component until after all bracing and 4. ation abuse Is me responelbgh/Use of the respective contractor. fasteners are complete and at no time Mould any bads greater man 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID• LINK design beds beebbed teany component. and are for ary condition.muse. S.CompnTrue has no amrol over and assumes no reasonability for the 8.Design assumes ml bearing at al supports Mown.Shim or wedge If esaary. EXPIRES: 12/3112018 fabrication,handling,ehipment and installation of components. 7.Design aesumea adequate drainage Is provided. August 1 0,2015 8.This dee fin Is furnished eub)ed to the nations set foil by 8.Plates and be baled on both faces of buss,and plead so their center TPNMCA In SCSI,corn.of which MI be furnished upon request. lines coincide Mb Joint center Ilse. 8.Digits Indicate size of plate In inches. MITek USA,Ina./CompuTrus Software 7.6.6(1 L)'E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC Refer to CompuTrus rafter detail for complete specifications. LUMBER SPECIFICATIONS HIP CORNER RAFTER 9-09-10 FOR 3-5-0 SETBACK LOAD DURATION INCREASE = 1.15 Truss designed for 9x2 outlookers. 2x9 let-ins CHORDS: of the same size and grade as structural top LOADING chord. Insure tight fit at each end of let-in. 2X9-2 OF #13BTR TOP CHORD LL + DL = 32.0 PSF Outlookers must be cut with care and are permissible at inlet board areas only. 4-00 12 8.49 177 PROVIDE SUPPORT 12 8.49 M-5x8 M-3x6 40001 M-3x6 M-3x6 M-3x8 Mo �� '' M-1.5X4 OR EQUAL AT NON-STRUCTURAL MEMBERS. 111111161 ILo o 0 ,, D PR OFss �� s y y y y �c;, NGI N E�rR /00. 1-07-02 4-09-10 6-10 l 89782PE t-- 13-02-12 c N,,,-.......- JOB �/f JOB NAME : 7—D POLYGON 7—D NH — BR •.//\ / Scale: 0.4868 v' WARNINGS: GENERAL NOTES, unless otherwise noted S 1 j OREGON 20'', I.Bulder end erection contractor should be advised of all General Notes 1.Thls design Is based only upon the parameters shown and Is kr en Individual �a'1 A� .. iG 1'" '�'� Truss: BR and Weminga before construction commences. building component.Applicability of design parameters and proper 7 1 J 2.2e4 compression web bracing must be Installed where shown«, Incorporation of component h the rosponabllty of the building designer. /tom,, 0....\•4 3.Additional temporary bracing to Insure stabAlly during construction 2.Design assumes the lap and bottom*horde to be laterally braced al `. -'A U t Is Bre rensiahty of the erector.Atltlmonal permanent Mating of 22 o.c.end et 10 o.c.respe.ively unless braced throughout their length by /.. Macontinuous sheathing such as plywood Ing(TC)end/or drywel(BC). DATE: 8/10/2015 the overall structure k the responsibility of me building designer. 3.2x Impact bridging or lateral bracing required where shown«« SE K 13 4 5 915 4.No bad mama be applied to any coreponerl until Siler all bracing and 4.Inatehatron or trues le the responsibility 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 Ina non-corrosive environment design loads be spilled to any component. and are for'dry condition of use. EXPIRES:. 12/31/2016. TRANS ID: LINK N.CompuTrus has nocomraover and assumes noresponsibillryfor the 6.DesigneeeumeaNllbeadngeteAwpportasirown.Shimorwedgslf August 10,2015 awry faMlc.tion,handling.shipment and Installation of components. 7.Design h ll b assumes ted on drainage Isekiss,provided. 8.This design la furnished subject to the limitations set forth by 8.Plates SMA be located on boM faces of kiss,and placed so their center TPIANTCA In SCSI,copped of which will be furnished upon request. Anes coincide with Joint center lines. S.Digits Indicate sire of plate In inches. MITek USA,Inc./CompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ENR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-439) 1626 3-10=(-174) 244 BC: 2x6 KDDF #166TR 2- 3=(-2523) 714 10-11=(-966) 1766 10- 4=( -68) 697 WEBS: 2x9 KDDF STAND LOADING 3- 9=(-2356) 799 11- 8=(-367) 1633 10- 5=(-362) 285 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1622) 580 5-11=(-392) 275 TC LATERAL SUPPORT 5= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1631) 584 6-11=( -58) 677 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 14'- 0.0" V 6- 7=(-2367) 749 11- 7=(-173) 245 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 14'- 0.0" TO 22'- 0.0" V 7- 8=(-2534) 720 BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 22'- 0.0" V 8- 9=( 0) 80 NOTE: 2x4 BRACING AT 29"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" -- TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -523/ 2249V -217/ 217H 5.50" 3.60 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -527/ 2257V 0/ OH 5.50" 3.61 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I,, a,OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciltg. 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" 7-11-11 6-00-10 7-11-11 MAX LL DEFL = -0.046" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.092" @ 11'- 0.0" Allowed = 1.906" f f f MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 597.306 597.30# MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 12 M-4x6 M-4x6 12 MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" 12.007 M-3x4 12.00 Design conforms to main windforce-resisting system andcomponentsand cladding criteria. M-1.5x3 M-1.5x3 Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads an the plane of the truss only. 1111l1 n1 O M o �.,� r" �I• r" II,. o 11 0 I 10 o M-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 0 y y y 7-08-08 6-07 7-08-08 y y y p 10-00 12-00 y � P71Q •1� �yy • �GINErr C1-00 22-00 1-00 . '9 al. 82 JOB NAME : 7-D POLYGON 7-D NH - Cl �r $ � � � Scale: 0.2557 /, -'1;:(/ WARNINGS: GENERAL NOTES, unless otherwise noted "" --1 Truss Cl 1.Bulbhe Builder end erection contractorsuwbeadvisedofallGeneralNotes 1.This design is based only upon the parameters shown and la for an Individual "S° OREGON Oe` • . end Warnings before construction commences buildingincorpoincorporationcampanent.Applicability of design parameters end proper Ir. 2.2e4 campresNon web bredng must be Installed where shown 4. incorporation ofcomponentla mro e sponstbAAy of the building designer. Ay �'�� .. •. 3.Additional temporary bracing to Insure stability during conatructlon 2.Design assumes the top and bottom chords to be laterally bread at 77 Is the respondblllty of the erector.Additional permanent bracing of 2'o.c.and et 1 g a.c.raepedNety anises braced MroughoN their length by DATE: 8/10/2015 the overall structure N the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). 3.2x Impact bridging of lateral bracing required whet.shown•♦ PA UL SEQ.: K 13 4 5 916 4.No bad should be applied to any component ung after all bracing and 4.Installation of trues is the responsibility entire respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assume.trusses are to be used In a nentonoatve environment, TRANS ID: LINK design bads be applied toeny component. and are for"dry condition'of use. 5.CompuTma has no control over and assumes no rsaponstblllty forme e.Desgn iNA bearing al all supporta eheon.Shim or wedge I! EXPIRES: 'R . 12/31/2016/ 01 fabrication,handling,shipment and Installation of components. 7.Desigry quate drainage 6.This design Is furnished subJed to the!Imitations set forth by 8.Platesn nshall be besttassumes ed on both lacasiof truvsas,ed.and placed so their canter August 10,2015 TPWATCA In BCSI,copies of which WA be fumlhed upon request. lines coincide with Joint center lines. MITek USA Inc./CompuTfU9 Software 7.6.6(1L}E 9.Digits Indicate size of plate In Inches. 1o.For basic connector plate design values see ESR-1311,ESR-1988(MMA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-12=(-163) 752 3-12=(-196) 181 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1049) 364 12-13=1-101) 658 12- 4=(-141) 383 3- 4=( -887) 397 13-10=(-191) 652 12- 6=(-172) 130 WEBS: 2x9 KDDF STAND LOADING 4- 5=( 0) 0 6-13=1-172) 130 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -565) 338 8-13=1-142) 382 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=1 -565) 338 13- 9=1-196) 181 TOTAL LOAD= 42.0 PSF 7- 8=( 0) 0 8- 9=( -887) 397 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-1049) 364 10-11=( 0) 80 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA 9-11-11 2-00-10 9-11-11 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -241/ 1038V -220/ 220H 5.50" 1.66 KDDF ( 625) f 122'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 4-00 3-10-04 2-01-07 1 00- 5 3-10-04 / 4-00 / / / �� I 1 ,1 k 1 1 kotoc 2• naaign rharkwd for nat4-5 11.4f1 ,:plift at 24 "nr spar ing, 1-00-05 2-01-07 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-00 8-00 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7 MAX LL DEFL = 0.019" @ 11'- 0.0" Allowed= 1.054" 12 12 MAX TL CREEP DEFL = -0.035" @ 11'- 0.0" Allowed= 1.406" 12.00 V 12.00 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" M-4x6 M-4x6 MAX HORIZ. LL DEFL = 0.007" @ 21'- 6.5" M-3x4 MAX HORIZ. TL DEFL = 0.012" @ 21'- 6.5" ,,I' MillillilM4k Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6r Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 0 I t ��' N 0 12 13 O o M-3x4 M-3x8 M-5x6(S) M-3x8 M-3x4 0 1 1 1 y ¢ pPROpFS 7-08-0e 6-07 7-08-08 J. 10-00 y 12-00 1 ''''P , G1NE >0, 1 1 22-00 1-00 897822E �� 1-00 � r'- J f JOB NAME : 7-D POLYGON 7-D NH - C2 z �� Scale: 0.2557 1 y OBEGON� t`' WARNINGS: GENERAL NOTES, unless the ar mete /� I.Budder and ercdbn constdor should be ncesed at al General Notes i.This design is based only upon the parameters parameters shownmeter end Ic for p an individual +A. C/A Py A <„ Truss: C 2 .naw mines before con.tn abn commences. banding component.Applicability neatIs of deldge peremelere and proper 7 1, y 2.264 compression web bredng must be installed where shown.. Incorporation of component la the ro.ponsieldy of building designer. 'ir S.Additional temporary bracing to Insure debility during conslnwllon 2.Deakin assumes the lop end bottom choke to be lelerally braced at �,/1 U L '' 7 o.c.and at ee a.c.re pectNe unless braced throughout their length by �""1 Is the responeldRy of the erector.Additional permanent bracing of continuous sheathing such as plywood eheathing(TC)nMfnr dryxal(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2a!mind bridging or latent bredng required where shown*. SEQ.: K1345917 4.No toed.hould be eppl:ed to erg component antI eser,II brerdsg end 4. elation oftrussiisther pooa responsibility m,oeeped econtractor. nr dormant, fasteners aro complete and at no time should any loads greater then Design assumes EXPIRES: 12/31/2016 TRANS ID: LINK design bads be applied to any component. Designand or mums tiry condition.'of et e. 6.CompuTrus has no control over and assumes no responsibility for the e.Design assumes NII bearing et ell supports shown.Shim or wades 11 August 10,2015 ry fabrketIOn.handling,shipment and Installation of components. 7.Design assume adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates Mal be bested on both faces of truss,and placed ea their center TPLWTCA In SCSI.copies of which 041 be furnished upon request. Anes coindde 04th Joint center lines. 9.Digits Indicate eke of plate in Inches. MITek USA,Inc.ICompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22' 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 8=(-93) 842 3- 8=(-377) 349 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2- 3=(-1094) 254 8- 9=(-52) 551 8- 4=(-249) 614 WEBS: 2x4 KDDF STAND 3- 4=( -987) 931 9- 6=(-93) 715 4- 9=(-249) 614 LOADING 4- 5=( -987) 431 9- 5=(-377) 349 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1094) 254 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 80 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" -187/ 1038V -307/ 307H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -187/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2:Jlesian checked for nett-5 psf) uplift at 24 "oc spacing. 11-00 11-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T '( 'f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-07-10 5-04-06 5-04-06 5-07-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f f ,r ,r MAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.059" MAX TL CREEP DEFL = -0.051" @ 7'- 5.1" Allowed = 1.406" 12 12 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" M-4x6 12.00 12.00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 4.0" 4 ,F,/ MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5" * MAX HORIZ. TL DEFL = 0.019" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 .4b M-1.5x3 co ro /hiO N t r� T MM �� 90 o I M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 7-05-01 7-01-13 7-05-01 y y 10-00 y 12-00 y y ,<°j -r t GNF.rit,`sd/p 1-00 22-00 1-00 ,,� 1 `4` 89782PE ��' ' JOB NAME: 7-D POLYGON 7-D NH - C3 /�~ ? �a Scale: 0.2279 �� _- WARNIN I,Builder A.This NOTEignisb, unless nthrwise eparamete (yI OREGON 1.Suader end erection contredor snood be ervistl of all General Notes I.This sg ca,Is bead only upon the parameters p re shownBeier and is for an individual y!y N. Truss: C3 and Warnings before construction commences building component Applicability of design parameters and proper ZDswoompresdonwebbradngmarbeineelledwhereshown.. Incopparedonorwmponameme,.aponwbanyorthe bmldingdesigner. .,Q� qb�.. '�i��. • 3.Additional temporary bracing to insure stability during construction 2.20.0,DeWgassumes the top and bottom unless be to be laterally braced at r 7 • Is the responsibility of the erecter.Additional permanent bracing of Y o c and at 10'o c respectively braced throughout their length by + DATE: 8/10/2015 rite overall structure Is the responsibility of the build) designer. continuous sheathing aueh l b aywg re uired there shown end/a tlrywad(SCJ. �"� (UL .�1 a Pan Y building 8 4.le Impact bodging or lateral bracing tty of the where she co++ SEQ.: K134591B 4.Nread shrewmbe leteantoamtimeshutcomponent anG agareaadrhantl 4.Design noresrIssreetobeseinaeraspectosicoenviren fasteners are compete and at no time should any loads greater than s.Dalen manes trusses are to be used In a non-corrosive en�o-onmerx, TRANS ID: LINK design loads be applied to any component and are for"dry conddhn"of use. Shim or wedg8. e {] 5.Compnln a has no control over and assumes no responsibility for the Design immense full at all supporta drown. ge II EXPIRES:ES. 12/31/2016 fabrication.harldling,shipment and Installation of components. 7.necessary. 8.This design isfumlehedsubject toritelimitations set forth by 8.Platesnshalbefontedonbothfa assumes adequate ®se loftrus vss,eandplacedsotheircenter August 10,2015 TPOWTCA in SCSI,copies of which will be furnished upon request Ones coincide with Joint center Knee. MiTek USE,lac./Com uTrus Software 7.6. 1L E 9.Digits Indicate slue of plate In inches. p B( )' 10.For bade connector plate design value.se ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 24-08-08 FROM 10-00-00 TO 16-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-738) 3566 10- 3=( 0) 202 BC: 2x6 ROOF #16BTR 2- 3=(-5498) 1170 10-11=(-738) 3569 3-11=( -176) 204 WEBS: 2x9 KDDF STAND; LOADING 3- 4=(-5194) 1226 11-12=(-706) 3598 11- 4=( -558) 2520 2x6 KDDF 02 A LL = 25 POE Ground Snow (Pg) 4- 5=(-4102) 1088 12-13=(-666) 3598 4-12=(-2030) 592 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-9104) 1088 13-14=(-930) 9728 12- 5=(-1474) 5530 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 6- 7=(-5268) 1298 19- 8=(-936) 4756 12- 6=(-2176) 634 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 283.9)+DL( 213.0)= 496.9 PLF 10'- 0.0" TO 16'- 0.0" V 7- 8=(-7246) 1588 6-13=( -612) 2622 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'- 0.0" TO 22'- 0.0" V 8- 9=( O) 80 13- 7=(-1556) 434 OVERHANGS: 12.0" 12.0" 7-14=( -530) 2578 ADDL: BC CONC LL+DL= 2651.0 LBS @ 8'- 0.0" ADDL: BC CONC LL+DL= 2942.0 LBS @ 18'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -955/ 9328V -306/ 306H 5.50" 6.93 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 22'- 0.0" -1276/ 5702V 0/ OH 5.50" 9.12 KDDF ( 625) ails staggered at: n9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in I row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-00 11-00 MAX LL DEFL= -0.001" @ -1'- 0.0" Allowed= 0.100" f f f MAX TL CREEP DEFL= -0.001" @ -1'- 0.0" Allowed= 0.133" 4-01-12 4-00 2-10-04 2-10-04 4-00 4_01-12 MAX LL DEFL = 0.061" @ 19'- 1.7" Allowed = 1.059" MAX TL CREEP DEFL = -0.169" @ 19'- 1.7" Allowed= 1.906" MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" 12 12 MAX TL CREEP DEFL = -0.001" @ 23'- 0.0" Allowed = 0.133" M-4x6 12.00 V N12.00 4 0" MAX HORIZ. LL DEFL = -0.015" @ 21'- 6.5" 5 MAX HORIZ. TL DEFL = 0.034" @ 21'- 6.5" *** HANGER TO APPLY CONC. �� WARNING:TRUSS NOT PLATED SYMMETRICALLY. LOAD(S) EQUALLY TO ALL MEMBERS. MARK TRUSS PRIOR TO INSTALLATION TO ENSURE PROPER ORIENTATION AS SHOWN. Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 M-3x5 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �, ,.` (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. +-Laterally brace to roof diaphragm. M-3x4 M-3x6 +-2x4 brace required rr '\ 111111116 M-5x10 n r"I o l0 11 12 13 14 8 0 I M-5x10 M-1.5x3 M-6x8 0.25" M-3x5 M-3x8 I CD 0D M-7x8(S) ,t PROP^�s�1 1 4-00 1 3-10-04***3601-12 1 3-01-12 1 3-10-04 .24429-00 y ,`r \,., NI►yER ,•0� 1 1 1 1 89782PE r- 1-00 22-00 1-00 / JOB NAME : 7-D POLYGON 7-D NH - C4 Scale: 0.1932 Cr OREGON WARNINGS: GENERAL NOTES, unless otherwise noted. .a REGON�O'. _-yyy,,,' . I.Balder and erection contractor should be advised old General Nets. 1.This design is based only upon the parameters shown and b bran individual .,.y /(� "t V y� Truss: C4 and Warnings before construction common es. incorporation building componem.ponent bglly or design parameters and proper ' 7 , ` • 2.2a4 conal temporary web baring must be metalled where shown*. mwrporetbn el component Is the responsibPBy of the building designer. ,11- 3.Additional tampanry casing to insure eteb11My during construction 2.Design assumes the top and bottom chords to be laterally braced al al U � lame responsibility of the erecta,.Additional parmenenl bracing of 2'o.e.and at 10'a.a.respeccNely unless braced throughout their length by f•� DATE: 8/10/2 015 the overall structure is the resibEly of the building deo ner. 25 lopede shging er alien l b sdeplywg shee where s e v,,r 0r tlrywaA(BC). responsibility W 3.25 Impact bridging or latent bracing required whore Moven+. S E K1345919 4 5 919 4.No bad should be applied b any component until after all bredng and 4.Installation oftruss Is be responsibility enhe reapeake contractor.4 • fasteners are complete and at no time should any loads greater than N.Design assumes trusses are to be used in a non-corrosive envkonment, design loads be applied to any component. and are tor"dry condition'of use. EXPIRES: 12/31/2016 T RAN S I D: LINK 5.compurroe ha.no control over and assumes no responsibility for the 8.Design assumes NA bearing M all supports Mown.Sam orwedge II August 10,2015 fabrication,handling.shipment and installation of components. "eCe "y 7.Pesign assumes eded drainage is provided. S.This design is furnishedfurnishedsubjectect to the limitationslimitationsset forth by S.Plates shall be baen ted on both faros of truss,and placed a their center TPINVLCA In SCSI.copies of which WI be furnished upon request. Anes coincide with Joint center Idea. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see 68R-1311,M-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 CHORDS LOADING 2X9-2 DF 61&BTR TOP CHORD LL + DL = 32.0 PSF M-3x6(5) 11-02-04 T � PROVIDE SUPPORT M-5x8 12 M-3x6 8.99 J. l 4-02-03 M-3x6 M-3x6 M-3x8 Mira CD I rr O � 1111.- ��R PR� �SAS y y �'� O 'y 1-07-02 11-03-12 �.. g �$ PE JOB NAME: 7-D POLYGON 7-D NH - CR 17-01-01 11%✓ ��%`'' . Scale: 0.4082 F.44..y OREGON (ry J WARNINGS: GENERAL NOTES, unless otherwise rested' ,//f OREGON Off' Truss: C R Builder and erection contractor should be advised oral General Notes 1.This design is based only upon the parameters shown end is for en individual Nr qRY �� QNr and Warnings before construction commences. building component Applicability of '47/51 design parameters end proper 2.204 compression web bracing must be Installed where shown o. Incorporation of component Is the reepanslblltiy attire building designer. 3.Addalenal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at (] Is the responsibility of the erector.Additional permanent bracing of r o o..na at to a respectively unless braced Throughout Their Ie tjth g by AUL [t� DATE: 8/10/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as*wood sheathing(Tc)and/or drywa(SC). 3.2a Impact bridging or lateral bracing required where shown t SEQ.: K 13 4 5 9 2 0 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respectrve contractor. reateners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, EXPIRES: TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. XPIRES: 12/31/2016. 5.CompuTrus has no control over and assumes no responsibility for the 8.Deign aseumea NII bearing al ail supports shown.Shim or wedge I! fabrication,handling.ornament and Installation of components. 7,Resign assumes adequate drainage is provided. August 10,2015 6.This design Is rumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWATCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./CompuTrus Software 6.2.3014-Z9.Digits indicate sire of plate in inches. 1D.For basic connector plate design values sea ERR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 204 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 WEBS: 2x4 KDDF STAND LOADING 4- 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 92.0 PSE' OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1036V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) uplift at 29 "oc soaciitg. 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 LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 5-09-04 5-02-12 5-02-12 5-09-04 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 6.00 17" S:1' 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 .fA :1" M-1.5x3 M-1.5x3 3 5 iirlill°'.. / M M o o I 1 2 _ B 9 I o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 y ), l 1 7-06-03 6-11-11 7-06-03 y 1z-oo y la oo y � �� `6,,,� 1-00 22-00 1-00y Cir,` , I, 44, 17 4 /,89782PE r JOB NAME : 7-D POLYGON 7-D NH - G1 -1 Scale: 0.2557 F /' WARNINGS: GENERAL NOTES, unless olherMse noted: y "gyp /'�/'y - I.Balder end erection contractor Mould be advised of al General Notes t.This design is based only upon the parameters shown end Is for an Individual 1 R GO (12 Nr 7-- Truss: G 1 and Warnings before construction commences. building component.Applleblltiy of design parameters and proper (5 2.2r4 compression web braising must be bstalisd where shown t. Incorporation of component Is the reaponeiblNty of the building designer. "'�' 'a4�`.�yr A 43 /e 3.Additional temporary bracing to bears stability daring construction 2.Design and at l S the lop and bottom chords to be Iehrelty braced et rl ! 1 Is the responsibility of the erector.Additional permanent bracing of T o.c. el i P o.c.respectively as sly unless braced throughout Their length by b continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). r-A I 'L. `'� DATE: 8/10/2015 the overall structure is me rasponsbnity of the building designer. 3.Zr Impel bridging or lateral bradng required where shown.a V SE K 13 4 5 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the respenslblily of the respective contractor. Q• 21 fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used in a non-corroele environment, design lode be applied to any component. and are for'dry condition"of use. 12/31/2016/�I� I]/�.(�R TRANS I D: LINK 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes tel bearing at all supports shown.Salm or wedge if EXPIRES: 1 2/31/20 1 6 y. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage he provided. August X0,2015 6.This design is furnished sub)ad to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so then center TPI/WTCA In SCSI,capias of which will be furnished upon request. 9.IneDigs coincide sloeiJoint oplata in Inches. lines. lndts MiTek USA lnc./CompuTrus Software 7.6.7(1L)-E 10.Far brain connector plate design values see ESR-1311.ESR-1868(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" /COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 RODE' bluRTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING ,. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, closed.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DiY), TOTAL LOAD = 92.0 PSF load duration factor=l.6, ro 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 Gable end truss on continuous bearing wall OCN. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 12 6.00 7" IIM-4x9 12 3 Q 6.00 OII 2 'III I° 111' 1111111111111111111111111 o 4 fn M-3x5(S) o M-3x4 M-3x4 y y 12-00 10-00 R 1-00 s 0 PRA ,_ 22-00 �5� NGiNE h' .," ` " 9782PE yr JOB NAME : 7—D POLYGON 7—D NH — GGE <- ;�-7- :. Scale: 0.3682 / WARNINGS: GENERAL NOTES, unless otherwise noted /... Truss: GGE 1.Builder and erection contractor should be advised of en General Nates 1.This design la based only upon the parameters shown and la for an Individual .y1 OREGON , and Warnings before construction commences building component.Applicability of design parameters and proper 7///-��`&V fl. 1.1 V 2.2x4 compression web baring must be Installed where shown+. Inurporetlon of component Is me reeponstbg8y of the building tlestgner. � �al (15'l,��" 3.Additional temporary bracing to Insure stability during conetructlon 2.Deaton assumes the top and bottom chords to be laterally braced at by �✓ is the responsibility of the erector.Additional permanent bracing of P o.c.and el 10 o.c.each as sly unless braced throughout theft length by DATE: 8/10/2015 the overall structure Is mere continuous sheathing such as plywood sheathing/7C)and/or drywall(BC). 't 11,e 'KS responsibility of building designer. 3.2s hoped bridging or lateral pradng required where shown a I"f,� `, SEQ.: K1345922 4.Noload should be applied to any componentuntil after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are compete and at no time shoub any loads greater than 5.Dergn 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. tI� ] /Y�({{ 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Ng bearing al a supporta shown.Shim of wedge If EXPIRES: 1 LI J�!G4 1 fabdcetion,handling,+Mpment and installation of components. ry' 8.This design la furnished&bled to the limitations set forth T.Designassumesbe lcaed on both is provided. and 10,2015 by e.Plates shall he located on both haus of Was, placed so their center TP WYTCA In BCSI,copse of which will be famished upon request. linea coincide with joint center lines. MiTek USA,Ina/CompuTrus uTrus Software 7.6.7 i L 5.Digits Indicate aloe of plate In inches. p ( )-E 10.For bask connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-9=(-99) 81 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x9 DF STAND; 2x9 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 POE' 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.002" @ 0'- 0.0" Allowed= 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004" @ 2'- 9.0" Allowed= 0.159" MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" 3-00 MAX BORIZ. LL DEFL = -0.000" @ 3'- 8.2" 4 ,' MAX HORIZ. TL DEFL= -0.000" @ 3'- 8.2" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 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=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 di N I 0 I ri Lo e� I 0 M-3x8 M-3x6 M-1.5x3 y l 3-00 y y 4-00 � ,.d PROF& ��yCa1tVE�C�4.:61<p� 89782PE 1.- G '4 '`� JOB NAME: 7-D POLYGON 7-D NH - El �, C/ Scale: 0.6150 4.0 "4e 4 ON n� 40 WARNINGS: GENERAL NOTES, uNess olherwlae noted. 7 OREGON V I V h 1.Builder end erection contractor Mould be advised of sA General Notes 1.This design is based only upon the parameters shown end is for an individual ..A A�y` < e Truss: El end2a4 Warnings before construction commences. building component.Applicability of design peramelen and proper 7 ll fl Y J 2.2x4 compression web brodng must be Installed where shown v. incorporation of component la the responsibility of the building designer. 3.Additional tenlporery bracing M Insure stability during construction 2 Design assumes the lop FAX bodom chards Is be laterally braced al P. /i U L �* Is the ro stbH !the enactor.Additional permanent bracing 1 st•and al 19 to.reepedtvely unless braced throughout their length by v"'1 1.. aeon ty o g o continuous sheathing such as plywood eheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral brining rewired where shown•v SEQ. : Ki3 4 5 9 2 3 4.No load should be applied to any component until after all bracing end 4.Installation of Truss Is the responsibility of the respedhe contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes tmseea are to be used Ina non-eerreele environment, EXPIRES: 12/31/2016 TRANS ID: LINK design wads be applied to any component end or or"masondewn•ofuse. 5.CompuTrus tae no control over end assumes no responMdllly for the S'necessary. NA bearing al all supports shown.Shim or wedge if August 10,2015 fabrication.handling.shl t and inetelkllon of components. Design as Moen 7.Pesign ae l beelo adequate tooth lee a le Buss,end This design h furnished subject to the Imitations set forth by S.Plates sheA located on both faces of true,end placotl so their center TPI5tITCA In SCSI,copies or which will be famished upon request. Anes coincide alth Joint center linea. 9.Digits indlcela size of plate In lndlee. Wok USA,Inc./CompuTrus Software 7.6.5(11)-E 10.For basic connector plate design values see ESR-1317,ESR-19e8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORZ RRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. IL ON BOTTOM CHORD= 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) JT 1: Heel to plate corns[ = 5.25" TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 9'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ 0'- 0.0^ Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed= 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed= 0.183" MAX TC PANEL TL DEFL= -0.010" @ 2'- 7.0^ Allowed= 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 12 Design conforms to main windforce-resisting 4.00 system and components and cladding criteria. Wind: 190 mph, h=19.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, irTruss designed for wind loads in the plane of the truss only. 1 r O ti 1101' I I 1 t -s o 4 3 /\ M-3x$ M-3x6 )' 3-00 y �R ,D OFk. y 4 00 y c;`,, 0.4 ''R �.yyc.,,,,, (� y 'PROVIDE FULL BEARING;Jts:4,3,2 I `s'• i09?$2 P E r� JOB NAME : 7-D POLYGON 7-D NH - E2 l Scale: 0.9959 K/ N"+�'.^-- -- WARNINGS: GENERAL NOTES, unless otherwise noted 7 REGO'I r+„ Truss: E 2 044 1.Sweden end erectioncentrectar should be advised of all General Notes I.This design Is based only upon the parameters shown and Is farm individual 'Uri, �y� Gq RY �� and Warnings before construction commences balding component.Applicability of design parameters end proper77 t�- 2.2e4 compression web bradng must be belated where shown+, Incerporellon of component b the responsibility of the balding designer. 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards m be Wearily braced at PA F^j� le the responsibility of the erector.AddAlend permanent bracing of 2'o.c.ew at fly 0.4 respectively anises braced throughout their tenant by '�l DATE: 8/10/2015 continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). Me overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ. : Ki3 4 5 9 2 4 4.No bed should be applied to any component until e5er all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any made greater than s.Design assumes trusses are to be used In a nm-corrosive environment, TRANS ID: LINK design wade be applied to any component. and are for"dry cundmmn"of use. EXPIRES: 12131/2016 s.CompuTrus has no control over and assumes no responsibility forme e.Design.awmea full bearing a.n supports shown.Shim or wedge R August 10,2015 fabrication.handling,shipment and Installation of components. necewry. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces dams,and placed so thek center TPVWTCA in BCS,copies of which will be furnished upon request. Anes coincide 04th joint center lines. MITek USA,Inc./Com uTrus Software 7.6.6 9.Digits Indicate etre of plate In Inches. 1 L p ( )-E II.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) BO 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" D.C. 2-3=(-18) 85 TC LATERAL SUPPORT <=12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-HDL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -50/ 287V -32/ 99H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -165/ 174V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) B'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.0" Allowed = 0.147" MAX TC PANEL TL DEFL = -0.008" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL LL DEFL = 0.013" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.081" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforoe-resisting 12 system and components and cladding criteria. 12.00 F Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, ExP.B, MWFRS(Dir), load duration factor=l.6, 3 r Truss designed for wind loads in the plane of the truss only. " 0 N O PPAIIIIIIIMIIIIIIIIIIIIILo o O M-3x4 k l l 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 �,q0 PR 0FeS `, '.. -INE srp-_ c f,89782PE <' JOB NAME : 7-D POLYGON 7-D NH - J1 ';7 r Scale: 0.6125 -y-"il' / /\ WARNINGS: GENERAL NOTES unless 0wlae note d' J ther4' 4) 1.Solder end erection conlador Mould be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an individual -9A-OREGON py�N. T rus S: J1 end Warnings before aonstntdlnn commences. building component.Applicability of design parameter*and proper 't�/, ) �'r 2.2x4 compresAn web bredng must be Installed where shown+. Incorporation of component Is me rasponstbAAy of the building tlesipnef. °T Vq L`y y AS 3.Additional temporary bracing to Insure stability during construction 2.2 s.c.and sIlassumes the lop and bottom unlessly choboaced throughout their to be laterally braced at ♦ F7 is the respondbllity of the erector.Additional permanent bracing of continuouus sheathing such as eplyywood sheathing(TC)nd/ordpwal(BCh). +{ DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown++ PAUL s= VI' SEQ. : K1345925 4.Nc lead eho,dd be applied is any noepoo.nt until sear all bredng end 4.Instagn.nnllmwesther.row�laHyoftd In h�anpenroNec contractor. environment, fasteners are complete and al no time should any loads greater man and Daesign mesdry trusses ereion"of use. TRANS I D: LINK design loads be applied to any component. S.Des tin assumes full bearing at all supports shown.Shim or wedge if 5.CempuTnte has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 S.This design I.furnished staffed to the limitations eel forth by B.Plates shag be located on both faces of truss,and placed so their center TPI/WICA in SCSI,sepias of Mich will be furnished upon request. Knee celnoide with Joint center lines. 9.Digits indicate Nye of pieta in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E ell.For basic connector plate deelgn values see ESR-1311,ESR-1955(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #14,BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-90) 113 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 1Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF O'- 0.0" -3/ 358V -61/ 161H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -198/ 181V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 72V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I- II REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. p.OND. 2: Design checked for net(-5 psf7 uplift at 24 "oc spacipg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND.BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 3-11-11 MAX BC PANEL LL DEFL = -0.026" @ 3'- 6.6" Allowed = 0.354" 1' T MAX TC PANEL TL DEFL = -0.044" @ 2'- 2.3" Allowed = 0.503" 3 MAX BC PANEL TL DEFL = -0.122" @ 4'- 1.4" Allowed = 0.472" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 12.00 V it) Design conforms to main windforce-resisting system and components and cladding criteria. 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=l.6, Truss designed for wind loads in the plane of the truss only. ern 0 oic M f- O N r� O /- M-3x4 1 J. 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 y 0\ PRp,rFss `r 89782PE s`r JOB NAME : 7-D POLYGON 7-D NH - J2 /% �,�f� ---> Scale: 0.5625 r/ - WARNINGS: GENERAL NOTES, unless otherwise noted / � - 47 ...J Truss: J2 1.SuNder and erection contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and Is for an Individual "7OREGON 2Q5s and Warnings berme construction commences. building componentAppncebllty of design parameters and proper 2.2x4 compression web bracing must be Installed where shown 4. Incorporation of component Is the responsibility of the budding designer. �y� �n � ('}� 3.Additenal temporary bracing to Insure stability during construction 2.Design assume"the top.et bottom .s ler to be laterally braced at 77 Is the rospondbilly of the erector.Additional permanent bracing of 2 o c end 8110'o e respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure Is the recontinuous sheathing such as plywood required sheathing(TC)est/or tlrywaA(BC). -t i3 sponslbAgy of the building designer. 3.2x Impact bridging or lateral bracing where shown♦♦ PA UL `` SEQ.: K 13 4 5 9 2 6 4.No load should be applied to any component until after ale bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied In any component. and are for"dry condition•of use. 5.CompuTree has no control over and assumes no responsibility for the e.Design esumes tel bearing at a supports shown.Shim or wedge if EXPIRE 12/31/2016 A/'N rj y�/'{ c hhde.ten,handlIng,shipment and Installation of components' 7.Design necessssumas adequate drainage is provided. .S:. 1 G/r71/GLJ 1 V. 8.This design Is furnished subject tothe limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center August 10,2015 TPbWrCA in SCSI,copies of which will be furnished upon request. lines coincide with)"int canter lines. MiTek USA Inc.ICompuTrus Software 7.6.6(1 L E 9.Digits indicate sin of plate in inches. F 10.For basic connector plate design values see ESR-1311,ESR-1 See(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-199) 154 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 922V -90/ 2240 5.50" 0.68 KDDF ( 625) 5'- 10.9" -193/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 121V 0/ OH 5.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 5-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" .� 1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.249" @ 3'- 2.0" Allowed = 0.529" 0MAX BC PANEL TL DEFL = -0.229" @ 4'- 1.4" Allowed= 0.472" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 12.00 177 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads I in the plane of the truss only. 0 rn0 P� I o M-3x4 y 1-00 l 8-00 y C3' c),0P R/�p�F•.� ; 'PROVIDE FULL BEARING;Jts:2,3,9 I r`,. tN`J"tN•^[,,L'f rqt. 444 /89782PE v" JOB NAME : 7-D POLYGON 7-D NH - J3 - r�'�� Scale: 0.9574 f� !, / \_____..................... WARNINGS: GENERAL NOTES, unless otherwise noted. 7i(-OREGON 1.Builder and erection contrador ehodd be advised of al General Notes 1.This design Is based only upon the parameters shown and h for an Individual {� Q. Truss: J3 and Warnings before construction commences building component.Applicability of design parameter end proper �/ [� 2.2a4 compression web bracing mist be Installed whore Maven i. Incorporation of component Is Me reeponsibllity of the building designer. 11 "'q Cf n 15 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top an bottom chords to be laterally Mecetl at _4 Is the respunsibilty of the stadia,.Additional permanent bracing of coni.and et ea o.c.respectively as ply uoo dss braced throughout their length). V ti.and sheathing o.c.euch ti plywood s at drywal(th by PA UL s+\ DATE: 8/10/2015 the overall stmctura h the responsibility of the bulding designer. 3.2e!mind bridging or lateral bndng required where Mown a+ v S E K 13 4 5 9 2 7 4.No load Mb the n should be applied to any component until after all bradng and 4.Installation of truss n responsibility of the spedwe contredor. 4• fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, and are for'Wry condition-of use. design loads be applied to any component. TRANS ID: LINK 5.CompuTrushasnocontroloverandeesumesnoresponsibilityforths B.M°�°,;,°•"^°'"""•""°°`°"°"ppoossho""0100nr edge If EXPIRES: 12/31/2018 ry fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage h provided. August 1 O,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of trr uss,and pieced so their center TP WOICA in BCS(,copes of which all be furnished upon request. lines coincide with(old center lines. 9.Digits indicate size of plata In inches. MiTek USA,Inc.tCofnpuTrus Software 7.6.6(1L)E 10.For basic connector plate design values sea ESR-1311.ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 80 2-5=1-178) BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-267) 125 184 3-5=(-266) 256 WEBS: 2x4 KDDF STAND 3-4=(-121) 85 LOADING TC LATERAL SUPPORT 1= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -43/ 479V -121/ 292H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.5" -81/ 238V 0/ 0H 5.50" 0.38 KDDF ( 625) 7'- 11.7" -89/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX TC PANEL LL DEFL = 0.017" @ 6'- 0.8" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.160" @ 4'- 1.5" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" i1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 Truss designed for wind loads in the plane of the truss only. 12.00 M-1.5x3 w \ 7 m o I N O ►��5 1 M-3x4 M-1.5x3 y 1-00 y (PROVIDE FULL BEARING;Jts:2,8-00, y ••S' , G N OS/iv/ f, ..., Gig "Y II �' 89782 P E rte JOB NAME : 7-D POLYGON 7-D NH - J4 ,,-----..% -0-- Scale: 0.3686 - "-.._Y GENERAL NOTES, unless otherwise noted (�,, WARNINGS: 1 OREGO , „ ...... 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran individual �..`' Truss: J4 and Warnings before eonatrudlon commences. building component.Applicability of design parameters and proper © 2.2x4 compression web bradng must be Installed where shown« Incorporation of component Is me reaponsibRlry of the bulltlmg designer. T y: ,[�. 3 Additional temporary bracing to Insure stability during constmcilon 2.Design assumes me lop and bottom chorda to be laterally braced H 1,0 xt 6 S is the responsibility or the erector.Additional permanent bracing of 2'o.c,end et/0 c.c.respectively unless braced throughout melt length by �+r` DATE: 8/10/2015 continuousbridging sheathing such as plywood eheelhing(TC)and/or drywall(BC). 'F A U ` the overall structure is the reeponsibety of the building designer. 3.2a Impact bridging or lateral bracing required where Mown«« SEQ. : K 13 4 5 9 2 8 4.No load should be applied to any component until alter all bracing and 4.InstaMtlun of truss Is the responsibility of the respective contractor. fasteners are complete and at no time eheuld any bads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design beds be applied to any component. and are for"dry condition"of tree. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NR bearing al ail supports Movm.Shim or wedge II EXPIRES: fabrication,handling,shipment end installation of components. newsn ass ++ 7,Design assumesadequatedrainageisrusd. an August 0,2015 6.This design b furnished subject l the limitationshimie set forth by 8.plates coincide be bated on born faces of truss,and placed so their anter TpbWTCA in BCS(,copies of whkh will be furnished upon request. linea coincide with joint center lines. 9.Digits Indicate sits of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For bark connector plate design values see ENR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-147) 182 3-6=(-262) 212 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-347) 125 WEBS: 2x9 KDDF STAND 3-4=(-327) 127 LOADING 9-5=(-159) 0 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 449V -140/ 398H 5.50" 0.72 KDDF ( 625) 7'- 9.5" -58/ 230V 0/ OH 5.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -327/ 410V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9-11-11 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" 5 '� MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 " MAX LL DEFL = -0.039" @ 9'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 9'- 11.7" Allowed = 0.263" MAX TC PANEL LL DEFL = -0.028" @ 6'- 8.1" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.157" @ 4'- 1.5" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.007" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 7'- 10.9" 4 Design conforms to main windforce-resisting system and components and cladding criteria. i Wind: 140 mph, h=24.2ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 12 load duration factor=1.6, 12.00 Truss designed for wind loads in the plane of the truss only. c M-3x5 1 0 3 '-1 M o �w -' f ol� M-3x4 M-1.5x3 y 1-00 y 8-00 y 1-11-11 1 ,, ..'04 .)Q GINE 1Y/0.?. 'PROVIDE FULL BEARING;Jts:2,6,4 I ry„ /L} 87 2 1- C,.. JOB NAME : 7-D POLYGON 7-D NH - J5 Scale: 0.3249 �� % __`..._ GENERAL NOTES, unless otherwise noted 4 ..�1 a'�[]£/'�yl+�(� i WARNINGS: �9 O.JfRE OAM l`. I.Wider and ersdbn contractor Mould be advised of all General stoles 1.Tide design Is based only upon the parameter shown and Is for an individual �Ir �, Truss: J5 end Warnings before construction commences. building component.Applicability of design parameters and proper �,A 2 2.2x4 compression web bradng must be Installed where shown v. Incorporstion of component la the responsibility of the building designer. "'ff �/xr n u. .y b /, 3.Additional temporary bracing to inure stability during construction 2.Z i.e.and.110umes the top and bottom chords to be Ielera o braced et f A �1'4e is the responsibility of the erector.Additional permanent bracing of 7 e.s. a1 iP o.c.respectively unless braced throughout Meir length by r/'� j+y Q♦* continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). PA UL ``` DATE: 8/10/2015 Me overall structure is the responsibility of Me building designer. 125 Impact bridging or lateral bracing required where shown o• r 4.No load should be applied to any component until after all bracing end 4.Instagatlon of truss is Me responsibility of the respective contractor. SEQ.: K 13 9 5 92 9 fasteners are compote and at n time should any loads greater than 5.Design assumesweees are to be used In.non-corrodNe environment. TRANS ID: LINK design back beappledtoany component. end at assumes sumesMIbea ai5. dee B.Compulm hes no control over and assumes no responsibility for the S.Dem NB bearing I Neu rts shown.Shim e,wedge If EXPIRES: 12/31/2016 scarya 1.-/1f'" 1-IGL7 f1,10 de un.handing,shipmentpn'ent and installation of components. 7.Design aswmee adequate drainage is provided. August 1 0,2015 8.This design k furnished ambled to the limitations set forth by 8.Plates shall be located on both feces of buss,and ploced ea Meir center TP W/TCA In SCSI,copes of which will be furnished upon request. 9.lineDigits oinddde with sireoi joint center lines. indicateinches MiTek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector pate design values see ESR-7311,ESR-1850(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-141) 172 3-6=(-248) 204 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-399) 303 3-4=(-378) 313 LOADING 4-5=(-124) 88 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 464V -1B3/ 440H 5.50" 0.74 KDDF ( 625) 7'- 9.5" -81/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -263/ 334V 0/ OH 1.50" 0.43 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -93/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 11-11-11 f • f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 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 = 0.021" @ 2'- 0.7" Allowed = 0.343" MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.5" Allowed = 0.472" MAX BORID. LL DEFL = -0.009" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7 load duration factor=1.6, 12.00 Truss designed for wind loads in the plane of the truss only. ti 0 I M-3x5 ~ 3 fa in MIIIMMIIIMMOMMEMMIIIMMIMMiN -,, 111411‘: __........- 1 o M-3x4 M-1.5x3 0 PR°Pre ) 1 ) l .co f4GINE ''�, 1-00 8-00 3-11-11 2Q * (PROVIDE FULL BEARING;Jts:2,6,4,5 ` 89782PE ter' JOB NAME : 7-D POLYGON 7-D NH - J6 i� Scale: 0.2679 ------- • GENERALtodaAOTsb, unless on the paraise meters vel s' OREGON N. �. Truss• J 6 an W end erection conbadorconstruction nn on be advised oral General Notes This insane,is based only upon the p.sign ar shown and Is for an individual Y h. and Warning.before construction commences building component.Applicability of design parameters and proper 2.Dib compression web bracing must be Installed where shown+. DeNgn incorpoTallon of component la the m chords to of the ally bra designer. �� []� 3,Additional temporary bracing to insure stability during construction 2.Oasign assumes the top end bottom chards to be laterelly brach at • Is the responsibility o!the erector,Additional permanent bracing of A UL T o a end at 10 o G re.pedroaty unless braced throughout their length by DATE: 8/10/2015 the overall structure is the responsibility of the bulldog designer. continuous etighm r such as aplywoodcing re Nee where e s ruin/",drywep(BC). r /Y 3,2x Impact bndpinp or blersl brednp required raspsmown•a I"' SEQ. : K 13 4 5 9 3 0 4.No bad should be applied to any component until after all bracing and A Installation of truss Is the reapusslbllly of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design emcees trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads beapplied teany component. and are for"dry condition"of use. 5.CompuTrus has no central over and assumes no responsibility for the 8.Deegnraaaumes fust bearing al all supports shown.Shim or wades If E '.RE / / 0 16 fabrication,handling,shipment and installation of components. 2 Design assumes adequate drainage Is prodded. 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located en both faces Mimes,and placed so their center August 10,2015 TPW✓ICA In BCS(,wpbs of which cod be furnished upon request. linea coincide with joint center line. MiTek USA,Inc./CompuTrus Software 7.6.6(11}E 9.Digits indicate sin of plata In Inches. 10,For basic conned",plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 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) 80 2-6=(-148) 176 3-6=(-253) 213 BC: 2x4 KDDF 01411TR SPACED 24.0" O.C. 2-3=(-328) 247 3-4=(-308) 256 WEBS: 204 KDDF STAND LOADING 4-5=( -89) 62 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 9.5" -38/ 468V -167/ 90OH 5.50" 0.36 KDDF ( 625) 7'- 9.5" -81/ 225V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -223/ 287V 0/ OH 1.50" 0.37 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 0.0" -64/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP kOND. 2 D,o-:.ren.-.y.,)�..MI..-. e,+ .-.4..---..1.." l.e Z0.:LI9- 11-00 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 = 0.018" @ 2'- 0.7" Allowed = 0.343" MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.5" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.007" @ 10'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 10'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 12 ' in the plane of the truss only. 12.00 V so 0 1 N 0 1 M-3x5 '' 3 f44411111111116\+M LT ` u;"JIB 21111111 _ -/ o M-3x4 M-1.5x3 • l ), 1 l So �Z1G N-�• �ss/� 1-00 8-00 3-00 c. .T .� 'PROVIDE FULL BEARING;Jts:2,6,4,5 4:t1.'4 (} 7 (') `✓' JOB NAME : 7-D POLYGON 7-D NH - J7 /i✓ .. / Scale: 0.2991 r WARNINGS: GENERAL NOTES, unless olherMse noted: OREGON /11l) T ea, I.Buller and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and h for an individual OR GO f V Truss: J7 and Warnings before construction commences. building component.Applbebillty of design parameters end proper 2.2a4 compression web bradng must be Installed where shown 0. incorporation or cemponent la me responsibility of the building designer. 9 Gq�7 Y "lb /' 3.Addlbnel temporary bracing b Insure daddy during consirudlon 2.Design assumes the top and bottom chords to be laterally brewed et Is the rc albi r the erector.Additional t brach r 2 o.c.and et 10'o.c.respectively unless braced throughout their length by epon Ily o permanent g o continuous sheathing such as plywood sheathing(TG)and/or drywel(BC) U-1„ U DATE: 8/10/2015 mstructure overall ucture is the responsibility or the building designer. 3.20 Impact bridging or lateral bracing required where shown.. v 4.No load should be applied to any component until after all bredng and 4.Instalatbn of Wes is the responsibility of the respective contractor. S EQ.: K 13 4 5 9 31 fasteners are complete and at no time should any bads greater than 5.Design assumes mese,are to be used m a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and erebrmey sondnbn•nf use. 1(y/t]1/ry 5.CompuTrue hes no control over and assumes no reeponsIdllty for the 8.Design assumes NN bearing et al supports Maven.Shim or wedge if EXPIRES: 1 2/3 1/201 6 necessary. fabrication,handling.shipment and installation of component,. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates Mal be located on both faces of truss,and placed so their center TPIAY7CA In 815),copies of which will be furnished upon request. Ines coincide vAth Joint center lines. 9.Digits indicate size of date In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E II.For basic connector plate design values see ESR-1311,ESR-1888(61115k) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cy=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-65) 115 6-5= 0) 23 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-213) 0 5-7=(-89) 145 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3-4=( -23) 40 3-7=(-161) 93 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. SON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -29/ 380V -61/ 161H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -198/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) 8'- 0.0" 0/ 116V 0/ OH 5.50" 0.19 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacitg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" fMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 9.2" Allowed = 0.170" 4 -✓ MAX TL CREEP DEFL = -0.011" @ 2'- 9.2" Allowed = 0.226" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 12 MAX BC PANEL TL DEFL = -0.034" @ 5'- 0.2" Allowed = 0.290" 12.00 j' MAX HORIZ. LL DEFL = 0.011" @ 7'- 7.6" M-4x6 MAX HORIZ. TL DEFL = 0.014" @ 7'- 7.6" Design conforms to main windforce-resisting system and components and cladding criteria. 4e' km Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, CA o Truss designed for wind loads rI in the plane of the truss only. 111 ro h ,r, rm. o M-1.5x3 oIMIIIIM 1 o 11.---- 1M6 3x4 M-3x4 M-3x5 l k y 2-09-04 5-02-12 k l l l 1-00 2-11 8-00 5-01 'PROVIDE FULL BEARING;Jts:2,4,7 I 90 PR OFe .--tCxiNE�CR• °e,.. ; ._144..c-- /89782PE mac' JOB NAME : 7-D POLYGON 7-D NH - J8 r --y Scale: 0.5500 1 1 WARNINGS: GENERAL NOTES, unless otherwise entad' 1,Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON ryry� Truss: J8 and Warnings before construction commences. building component Applicability of design parameters and proper V Ikri 2.214 compression web bracing must be Installed where shown+. incorporation of component is the roaponsibNRy of the building designer. ,[� 2.Design assumes the top and bottom chords to be laterally braced at -V,,c, �-91q y A�s 4"°' 3.Addnlonaltemporary bracing to insure stability during construction r co and et m o.e.respectively unless Braced throughout their length by /' lathe responsiblllty of me erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -1 p.is,.+L DATE: 8/10/2015 me overall atnmwre Is the responsibility of me building designer. 3.2a Impact bridging or lateral bracing required where shown++ }�u SEQ.: K 13 4 5 9 3 2 4.No load should be applied to any component until ager all bradng and 4.Installation of truss Is the responsibility of the respedNe contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-cortosNe environment, TRANS ID: LINK design loads be applied to any component. and ere for dry condition"erase. 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes fust besting at all auppone shown.Shim or wedge If EXPIRES: 12/31/2016 necesn, fabrication,handling.shipment and installation of components. 7.plDesign essassumes caadequate benrdrainage loprovided. an August 10,2015 5.This design is furnished abject to the Imitations set IoM by 8.plates shall be boated on bon faces of truss,and placed so their center TP WJICA In BCBI,copies of which will be furnished upon request. lines coincide oath joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-IBIS(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-122) 189 6-5=) 0) 23 BC: 2x9 KDDF 01613TR SPACED 24.0" O.C. 2-3=)-289) 93 5-7=(-157) 234 5-3=( 0) 71 WEBS: 2x9 ROOF STAND 3-9=( -87) 73 3-7=(-259) 174 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -26/ 435V -90/ 224H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -136/ 125V 0/ OH 1.50" 0.20 ROOF ( 625) 8'- 0.0" -13/ 155V 0/ OH 5.50" 0.25 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. OND 2-. r= ign--law-mad £ .r-)_E f) ttpl t •hg. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 5-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" 1' 1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.012" @ 2'- 9.2" Allowed 0.270" MAX TL CREEP DEFL = -0.016" @ 2'- 9.2" Allowed = 0.359" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed= 0.078" (I MAX TL CREEP DEFL= 0.000" @ 0'- 0.0" Allowed= 0.105" MAX HORIZ. LL DEFL = -0.019" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.022" @ 7'- 7.6" 12 Design conforms to main windfozce-resisting 12 00 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-4x6 in the plane of the truss only. o I �� N co r1 AIN i.� � � M-1.5x3 Io -� M�3x4 0 M-3x4 M-3x5 ) J• y 2-09-04 yy 5-02-12 y ��sED PROPe 1-00 , 2-11 5-01 , _ cy's t•v- Ea 9 , '04. 8-00 'PROVIDE FULL BEARING/Jts:2,4,7 I ,..__"4.1 [3 �4y�PE ...7 / O a +L7 'J JOB NAME : 7-D POLYGON 7-D NH J9 ---- Scale: 0.9378 ��EGdri (}. WARNINGS, GENERAL NOTES, unless otherwise noted401 rt' ` 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual ✓1J Cl/f r v, G V-¢ Truss: J9 and Warnings before conetructfon commences. building componentAf4Alcabllny of design parameters end proper 7 �l R Y J 2.2s4 compression web bracing must be installed where shown r. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bricks to Insure stability during constfuctbn 2.Design assumes the tap and bosom cholla to be laterally braced et PIA U tL �`responsibility of the erecter.Additional permanent brat r T do.and et 10 o.0.respadsply°Mess brace.throughout their length by Is the responsibility germane Ing o continuous"heaWng such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overel structure is the responsibility of the building designer. 3.2s Imped bridging or lateral bracing required where shown v r. SEQ.: K 13 4 5 9 3 3 4.No load annul be applied to any component until after all bracing and 4.Inatalatmn of truss is the responsibility of the respective contractor. fastener.are complete and at m time should any loads greater than 5,Design assumes trusses are to be used m a non-corrosive environment,and are EXPIRES: 12/31/2016 TRANS ID: LINK design loads be applied to any component. Design ssumesfullbeor"dry Mmata. 5.CempuTrus has no control over and assumes no reeponeibliny for the B.Desnecessary.ign assumes full bearing et al supports silicon.Shim or wedge if August 10,2015 fabrication.handling,shipment end installation of components. g P pth by 7.Patsir.assumes adequate enbeth fags to provided. an 6.This design is Nmisha0 tabled to the Ilmltallone cat forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPkWTCA In SCSI,copies of which AN be furnished upon request. Anes coincide with feint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc/Compulrus Software 7.6.6(1L)E 10.For beam connector plate design values see ESR-1311,ESR-198e(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 80 2-6=(-216) 270 6-5=( 0) 23 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-354) 75 5-7=(-277) 344 5-3=( 0) 71 3-4=(-158) 118 3-7=(-380) 306 LOADING TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -44/ 476V -121/ 292H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 7.6" -51/ 201V 0/ OH 5.50" 0.32 KDDF ( 625) 7'- 11.7" -120/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" f I. MAX LL DEFL = 0.020" @ 2'- 9.2" Allowed = 0.354" -/ MAX TL CREEP DEFL = -0.023" @ 2'- 9.2" Allowed = 0.472" • it MAX HORIZ. LL DEFL = -0.031" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12.00 P7 Truss designed for wind loads in the plane of the truss only.70 I co 0 ri- M-4x6 M iN 0 o z� -/ 0 rift I M-1.5x37' o =� o M-3x4 M 63x9 0 M-3x5 y 2-09-04 l 5-02-12 y : 0 PRoA-4. y y y ), ,�N4-6,GIN `5/0 1-00 y 2-11 5-01 y S 2 8-00 IPROVTDF FIIT.1, RF.ARTNG;,Ita-2 7.4 /89782PE `r' o (l G 7 JOB NAME : 7-D POLYGON 7-D NH - J10 % ""7�J ,> 1 _._ ..... Scale: 0.3561 V.y� OREGON WARNINGS: GENERAL NOTES, 05.55 otherwise noted: ,/J 7' �hy'" Truss: Ji 0 Ir 7.Builder and erection contractor should be advised of an General Notes I.This design 1e basad only upon the parameters sheen sod Is for en IntlNidual +� 4 Y V Q„ and Warnings before constmctbn commences. building component.Applicability of design parameters and proper 2.2x4 compres en web bredng must be installed where shown+. Incorporelion of component is the responsibility of the building designer. �- 3.Additional temporery bracing to Insure stability during construction 2.Design assumes the by and bottom chards to be laterally braced at EIA UL s.; DATE: 8/10/2015 Is the responsibility of the erector.Additional yeimenent bracing of 2'o.c,and et 10'o respectively a plywood unless braced throughout their lengm by �"i the overall structure b the responsibility of the building designer. continuous sheathing pwng required ldredsheatMere s)een+r drywaA(BC). 3.In Impact bridging:s lateral brewing req f the respective shown t a SEQ.: K 13 4 5 9 3 4 4.No load should be applied to any component until sitar all bracing and 4.Installation atoms I.the responsibility of reap.dNe wmredar. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corroaloe environment, �s 12/31/2016 ty/t�,A f,fryry((�.4 cc TRANS ID: LINK deAgn bads be applied to any component. and are for condition"of use. EXPIRES: IL/s 7 i/LV 14 5.CampuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing al all supports ehovm.Shim or castles If August 10,2015 fabrication,handling,shipment and Installation of components. necessary. 8.This design is furnishedsobbd to the limitationssetforth by 7.Design assumes adequate drainage Is provided. 8.Plates shag e be located on both faces of truss,and placed so their center TPIAWCA in BCSI,copes of which will be Nmbhed upon request. lines coindde with lohd center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 9.Digits Indicate Are of plate In inches. 70.For basic connector plate design values see ESR-131I,ESR-1988(5815k) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 414BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-7=(-208) 270 7-6=( 0) 23 BC: 2x4 NODE #16BTR SPACED 24.0" O.C. 2-3=(-359) 75 6-8=(-267) 344 6-3=( 0) 71 3-4=(-199) 118 3-8=(-380) 295 WEBS: 2x9 KDDF STAND LOADING 9-5=( -43) 0 TC LATERAL SUPPORT <= 12"0C. 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 6.5" LL = 25 PIP Ground Snow (Pg) 7'- 0.0" -52/ 200V -126/ 322H 5.50" 0.32 KDDF ( 625) 7'- 7.6" -52/ 200V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -172/ 213V 0/ OH 1.50" 0.27 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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/290, TL=L/180 8-06-08 MAX ELL VEIL' FL D = -0.002" @ -1'- 0.0" Allowed lld = 0.100" 5 -1 MAX TLMAXLL DEFL = 0.019" @ 2'- 9.2" Allowed= 0.354" MAX TL CREEP DEFL = -0.023" @ 2'- 9.2" Allowed = 0.972" 4 MAX LL DEFL = -0.000" @ 8'- 6.5" Allowed = 0.059" MAX TL CREEP DEFL = -0.000" @ 8'- 6.5" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.030" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" 12 Design conforms to main windforce-resisting 12.00 [7 system and components and cladding criteria. Wind: 190 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, l`-1 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 0 Truss designed for wind loads in the plane of the truss only. co M-4x6 3 iki...... _,.. iti Jr o M-1.5X3 0 1 M-3x4 M23x4 0 M-3x5 1 ni I, 2-09-04 5-02-12 ). cD Opt. y1-00, 2-11 y 5-07-08 1 y 'St" C,,IIVE 4sJ 8-00 0-06-08 Ci. ' i 19.,p gl. (PROVIDE FULL BEARING;Jts:Z,8,4 I 4t 8 782P C. 1-- 1 JOB NAME : 7-D POLYGON 7-D NH - J11 /if/ f='/: Scale: 0.3096WARNINGS -- -, erMse Builder GENERAL.Ths Is NOTES, unteupon the mete 14,OREGON �. 1.Builder ash erection contractor should be advised of all General Notes 1.This design b based only upon the paremeten shown and Is for an individual OREGON A..4/V A V • Truss: Ji 1 and Warnings before construction commences, building component Appllcabl lty of design parameters and proper fq5• 2.204 compression web bracing must be Installed where shown e. incorporation of component h the rosponsibl4Y of the building designer. .4 Cf y A R <"� 3.Additional temporary brecing to Insure stability during construction 2.Design assumes the tap ash bottom chorda to be leterelty braced at �T 1 1 -{ la the responsibility of the erecter.Additional permanent bract f T o c,ash et 15 OA reuch ly wiles.braced throughout their length by PA 1 M o continuous sheathing such as plywood sheatMng(TC)and/or drywall(BC). PA U s•• 0 DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where Mown* S0' K 13 4 5 9 3 5 4.No bad should be applied to any component until eget all bracing and 4.Installation of truss Is the reapondblity of the respective contractor. 4•• fasteners are complete end at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, design bade be applied to any component, and are for"dry condition"of use. ��//�] {� 12/31/2018!� I] / ({.4�R TRANS I D: LINK 5,CompuTms has no control over and assume"no responsibility for the 6.Design assume.UA bearing al all suppods Mown.shin or wedge 11 EXPIRES: 1 2/31/20 1 8 fabrication,handling,shipment and b.tellagen of components, m 7.Design assumes adequate drainagedrainagele prodded. August 10,2015 8.This design is furnished wbJed to the Ilmbaibna set forth by B.pietas shall b be located on both faces of Wsa,and pieced so their center TPVWfcA In BCS(,copies of which will be furnished upon requeet. Ines coincide with Jolts center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic annedor plate design value.see ESR-1371,ESR-1998(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" SBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) BO 2-9=(0) 0 BC: 2x9 ROOF #15BTR SPACED 29.0" O.C. 2-3=(-68) 51 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -62/ 302V -32/ 99H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -34/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -39/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I_ REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. p.OND. 2: Desitin checked for net(-5 psf) uplift at 24 "oc spaci.(hg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" 1-11-11 f ,r MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N In /- 0 O Wal O O4 1110.•-: M-3x4 1 1 1 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 J ,c' 89782PE JOB NAME : 7-D POLYGON 7-D NH - SJ1 �>--%'-i,. -✓ _--- Scale: 0.6555 /� .. -��_ WARNINGS: GENERAL NOTES, unless othervdae noted Truss: SJ1 SJ1 Builder and erection contractor should be advised or all General Notes 1.This design Is based only upon the parameters shown end le for anIndMdual a "q OREGON Q'.., and Warnings before construction commences building component.Applicability of design parameters end proper l // y �" 2.204 compression web bracing must be Installed where shorn e. incorporation o1 component is Me responsibility of the building designer. I (jYe4 �: t±� 2.z s..and the top and bottom chords to be laterally braced al - ' A 5 _11j 3.Additional temporary bncirg to insure stability during construction Y o d and et 10 o c respectively unless braced throughout their length by + V le the responsibility of the erector.Additional permanent bracing or continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). J()A t r�\ DATE: 8/10/2015 the overall structure is the responsibAty of the building designer. 3 2e Impact bridging or lateral bradng required where shown e e 1.. a- SEQ.: Ki3 4 5 9 3 6 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. fasteners are complete and el no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. TRANS I D: LINK design loads be applied to any component. end ere for"dry condition"of use. �/ pp f7!�A/ry/�4 p 5.CompuTrue has no control over and assumes no responsibility for the H.Design assumes NA bearing at all supports shown.Shim or wedge if EXPIRES:RES: 1 2/3 1/20 1 6 /ebnwitoT.n,handling,shipment and Installation of components. Design ry. Platersgbeassumes adequateonboth rage is ptrusse n August 1 0,201 5 8.Thio design is furnished op emend to the limitations bein set forth by 8.Plates shag be basted on bark faces of Ww,end placed so their inter TPWJTCA In BC51.copies of which will be furnished upon request. Anes coincide with Joint center lines. 8.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11_)-E 1o.For basis connector plate design values see ESR-1311,ESR-1988(Weld This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 94 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LI.) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIE 0'- 0.0" -31/ 322V -61/ 161H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -17/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacilg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TI. CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12.00 0 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 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=l.6, Truss designed for wind loads in the plane of the truss only. , 0 I co /- 0 o V_ N r � O I /- � 0 M-3x4 1 l l ,1 1 1-00 2-00 1-11-11 ry(� PROVIDE FULL BEARING;Jts:2,9,3 I �o) (--R i- 0,9 't` 89782 PE s-" JOB NAME : 7-D POLYGON 7-D NH - SJ2 r 1 Scale: 0.6093 /�, WARNINGS: GENERAL NOTES, anleesotherwise noted ` L'�OREGON 07 1.Builder and erection conlrador should be advised of all General Notes 1.This design Is based only upon the parameters shown ends loran Individual ""�? V G 1 V ^T'"' Truss: S J2 and warnings before construction commence. building component.Appllaablley of design parameters and proper 5e 2.2a4 compression web bracing must be installed where shown•. inc.,.of component is me responsibility ohne bandingdesigner. '7,9 v q�y�,,:; ,� ". 3.Additional temporary bracing to insure stability during construction 2.Daelpn assumes the top and bottom chorda to be laterally braced et `l _4 lathe responsibility or the erector.Addtibnalpermanent bracing of 2'oA.and at ea o.c.respectively unless braced throughout their length by V sport continuous sheathing such as bracing *wood sheathing(7C)and/or dryw all(BC). p*/l..I I I ' DATE: 8/10/2015 the overall structure Is me responsibility of the bulking designer. 3.2e Impact bridging or lateral bracing required where shown•• r"1 V L SEQ.: K1345937 4.No load should be applied to any component ontit after all brat/ni and 4. slaionnoom..wIasethhersrobbfttyyeme eepedmia•atraldroon. fasteners are compel.and at no time should any roads greater thanDesign design loads be applied to any component. ment, and are for"dry condition.of use. TRANS I D: LINK /'� 5.CompuTms has no control over and assumes no responsibility for the 6.Design asNA bearing al as supports Mown.Shim v wedge if EXPIRES" 1 2/3.17:201 6 fabrication,handing,shipment and inetalletion of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center g TPIAVECA in BM,copies of which will be furnished upon request. linea coincide 04th)alnt center lines. 9.Digits Indicate else of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For bask connector plate design values see ESR-1311,E5R-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #155TR SPACED 29.0" O.C. 2-3=(-167) 136 TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -29/ 308V -90/ 229H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -90/ 171V 0/ OH 5.50" 0.27 KDDF ( 625) LL = 25 P5P Ground Snow (Pg) 5'- 11.7" -128/ 165V 0/ OH 1.50" 0.26 KDDF ( 625)1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" �) MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" (7 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.00 17 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c M 0 I - N i 0 1 M-3x4 l l ; l 1-00 2-00 3-11-11 ) PROF PROVIDE FULL BEARING;Jts:2,4,3 I to' V,GINEF E. /22 `„..44., ` r 89782PE �� JOB NAME: 7-D POLYGON 7-D NH - SJ3 i, �`�>`/ ='=� Scale: 0.4703 ' i''//7. /' \.._ ., WARNINGS: GENERAL NOTES, unless otherwise noted: i / (I) Truss: S J3 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an Individual le D9A OREGON �y'.• and Warnings before construction commence.. balding component.Applicability of design parameters end proper /l// � ryy glr 2.2x4 compreeon web bredng must be Installed where shown.. incorporation of component is me resect aRAlty of the building designer. .a9 �al ty r V 3.Additional temporary bracing to insure stability during construction 2.Uesign assumes the top and bottom chords to be laterally braced at 7 �l J Is the respondblbiy of the erector.Additional permanent bracing of T o c andoat 10 on.respectively p#unless braced throughout their length by DATE: 8/10/2015 the overall structure is the responsibility of the buildingdesigner. coroped rhging a,ng stehaspc cog required where OsryWal(BD). �• .t It yam'` Y re 4.In Impact bodging is thterel bracing ity of the where shown contractor.♦ �/1.. a SEQ. K1395938 should be 5.Desilnlas meetrisdesarelobeeoftheen-edoesescirn • fasteners air.angers a�at�tine should any loads.rester than 5.Design..win..trusses are m be used in.norweorre.lwe environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. pp p !7/ �n 4 p 5.CompuTrus hes no control over and assumes no responsibility for the B.Design assumes full bearing al al supports shown.Shim air wedge if EXP IR ES. 1 2/31/2 V 16 ecegn ca lbs design handling,shipment and installation of components. T.Design assumes adequate drainage is provided. August 10,2015 8.This design la Nmlahed witted to the limitations set forth by e.Plates shall be bated on both feces of truss,and placed so their center TPUWfCA in SCSI,copies of which will be famished upon request. linea coincide with Joint center lines. uTrus Software 7.6.6(1L E S.Digits Indicate size of plate In Inches. MITek USA,Inc./Com P J. I0.For basic connector plate design values see ESR-1311,ESR-19e8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" INC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 95 1-3=(0) 0 BC: 2x9 ROOF #16BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 12BV -53/ 119H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 92.0 POP 1'- 9.2" -44/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) 3'- 11.7" -89/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.059" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 2 -/ 12.00P' Design conforms to main windforce-resisting system and components and cladding criteria. 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, Truss designed for wind loads in the plane of the truss only. ti a 0I in /- c)0 t '- IkEMN 3 Illta .I 0 M-3x4 y y 1 2-00 1-11-11 (((''''''�� p (PROVIDE FULL BEARING;Jts:1,3,2I ~ + • R 0, 0 8 782PE 1-' JOB NAME : 7-D POLYGON 7-D NH - SJ4 �`' Scale: 0.5892IV Y >ti y,:.''. ♦,,, .._ WARNINGS: GENERAL NOTES, unless otherwise noted Cr,1 (gyp ( /'�I�' 4f 1.Builder and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters Moven and Is for an Individual ,]! OREGON jE GOI 3 '' Truss• SJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper /V. d 2.2e4 compression web bracing mus be installed where shown.. Incorporation of component la the responsibility of the building designer. .''(f ,!r[y`,..:�i.. �. 3.Addabnal temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et I >'i.Y :l _` .. Is the reeponslNNN of the erector.Additional permanent bracing of 2'o.c.and at 1 g a.c.r.009.5es e17 unless braced Ihraug nil their length). it, V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Pq.UL 'k DATE: 8/10/2015 the overall structure H the responMbNky or the building designer. 3,2a Impact bridging or lateral bracing required where shown«• SEQ.: K1345939 4,Nc sad shellS be spplisd Is any component antil eEc,all bnadng and 44..De9lationon mruest.thheresarepenebl�eiohoosoRONecNe ntactor.n.ni, fasteners aro complete and at no time should any loads greater then aha gra for"dry coes ndition"of to be TRANS I D: LINK design bade be applied to any component. eassumes full bearing at all suppose shown.Shim or wedge If .Design 5.CumpuTrus has no control over and assumes no responsibility for the e„,ry, EXPIRES: 12/31/2016 fabrication,handling.shipment and Installation of components. 7.b Deslocatedign assumes adequate drainage is provided.. August I 10,2015 S.This design la furnished sub)ed the limitations set forth by 5.Plates shall bena on both faces of truss.end pled so their center TPIW1CA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate alae of plate in inches. MITek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #l&HTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 416,131R SPACED 24.0" O.C. 1-2=(-167) 136 1-3=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -19/ 141V -82/ 177H 5.50^ 0.23 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" -130/ 199V 0/ OH 5.50" 0.31 KDDF ( 625) 5'- 11.7" -130/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BOND. 2: Design checked for net(-5 psfl uplift at 24 "on st-p- g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.006" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 2 -/ Design conforms to main windforce-resisting system and components and cladding criteria. �) Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 )� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12.007 Truss designed for wind loads in the plane of the truss only. I o tio n0 O ul I 0211.1.111.11 o 1 1 / 0 M-3x4 J• 2-00 y 3-11-11 y �iRO) PRL// 65 (PROVIDE FULL BEARI NG;Jts:1,3,2 I f`,, `C`��+'Iut� !b *i•, l71 I Y "lam ' 89782PE 7 r JOB NAME : 7-D POLYGON 7-D NH - SJ5 /� Scale: 0.4931 �'--.././� .- WARNINGS: GENERAL NOTES, unless otherwise notedE. 1' Y~ 0) Truss SJ5 1.Budder and erection contractor Mould be advised of ail General Notes 1.This design Is based only upon the parameters shown and is for an individual -S7 OREGON c'N. and Warnings before construction commences building component.Applicability of design parameters and proper V 2.2a4 compression web braang must be installed where shown ti incorporation of component Is the reapon&bNky of the building designer. "'v A ,(]� 3 Additional temporary bracing to Insure stability during con&ruction 2.Design assumes the tap and bottom cholla to be laterally braced al T,('ty, "7�V t` Is the responsibility of the erector.Adtlkbnal permanent bracing of 2'o.c.and at 10 c.c respectNety unless braced throughout their length by •T f y DATE: 8/10/2015 the overall structure h the respon&bilky of the building designer. 20 Impacts sheathinginosuch as acing re tired where s eer, drywed(BC) �� Q 3.2a Impact bridging or the lateral bracing required vfiero stwwn., UL `` SEQ. : K 13 4 5 9 4 0 4.No bad should be applied to any component until ager all bracing and 4.Installation of truss is thresponsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes Inssae are to be used in a non oerresws environment, TRANS ID: LINK design loads be appned to any component. and are for"dry condition"of use. 12/31/2016 ry I] /] {J! B.Compurrua hes no control over and..armee no responsibility for the e.Design eeNe swine.full Bearing al sig supports shown shim or wedge if EXPIRES: I GI471/L0 1 V fabrication.handling,shipment and installation of components. necessary. 7.Pe&gnassumes adedonbothlevelspruesen August 10,2015 6.This design is furnished cabled to Me limitationsthis set forth by 8.Plates shad be boated an bon laces of trues,ane placed w their center TM/0/MA in SCSI,copies of which will be furnished upon request, lines coincide with told center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1L}E 9.Digits indicate&n at plate in inches. 70.For ba&c connector plate design values see ESR-I311,EBR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #108TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 98 3-5=(-186) 192 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-77) 64 4 WEBS: 2x9 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -72/ 382V -23/ 79H 5.50" 0.61 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) M-1.5x4 or equal at non-structural 11-- vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ;COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacijcg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.051" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.064" @ 2'- 10.6" Allowed = 0.463" MAX HORIZ. LL DEFL = 0.000" @ 5'- 9.3" 5-04-04 0-05-12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 9.3" Design conforms to main windforce-resisting 12 9.00 D system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed fox wind loads M-1.5x3 4 in the plane of the truss only. 3 0 -'gIIIIIIIrIII .di rn 0 N Y 1111 1 _, o M-3x4 M-1.5x3 1 1 1 5-04-04 0-05-12 1 1 1 1-00 5-10 <e, 0)tyGs PROPkss 8 782PE 1.-- JOB JOB NAME : 7-D POLYGON 7-D NH - Z17/K • • Scale: 0.5855 p// , r" W.Raider GENERALtiniNOTES, unlessun the aendad ' OREGON ^}� 1.Bugtler and erection contractor should be advised of all General Nates I.This design la based only upon the parameters shown end h for an Imllvltlual C11/6, Y Truss: Z1 and Warnings before construction commences. building component.Applicability of design parameters end proper /J, 2.2x4 compression web brcdng must be instated where sheen a. cr incorporation of component la the responsibility of the building designer. " 4['f v A 5 <`( 3.Additional temporary bracing to insure stability during construction 2.Design and 5t I S the lop end bottom unlesschobraced to be lelerally braced et - a'7 1 *the responsibility f the erector.Additional M bracing of T o.c. et t P c.c respectively bracetl throughout their length by PAUL. (�,k*V lity o permane continuous sheathing such all plywood eheething(TC)andfor drywa8(BC). j`" DATE: 8/10/2015 the overall ehucture la the responsibility or the building designer. 3.Be Impact bridging or lateral bracing required where shown a a 4.No bad should be applied to any component until ager all bredng and 4.Installation enruas la the responsibility of the reapedie contractor. SEQ.: K 13 9 5 9 41 fasteners are samplers and at no time should any roads greater man 5.Design assumes vsses are b be used in a nen-car Delve environment. TRANS ID: LINK design loads be applied to any component. andCrebr•mysontlnwringate. 5.CompuTnta hes no control over and assumes no responsibility for the fi.Dedgn assumes fu%bearing al a8 Wppods shown.Shim or wetlge Ir EXPIRES: 12/31/2016 fabrication.handling.shipment and Installation of components. apary. 7.�aegnhallbeladedonemhlfacelo truss. August 10,2015 6.This design la furnished Wiled to the limlletbre est forth by e.Plates snail be located on both feces of Iruca,and placed w their center TPI/WlCA In BCBI,copies of which will be furnished upon request. lines S.Dress coincide with sizeOH center lin of plate in Inches. MITek USA Inc./CompuTrus Software 7.6,6(1L)-E 10.For bade cannedor plate design values see EBR-1311.ESR-1988(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1813TR LOAD DURATION INCREASE = 1.15 1-2=( 0) (- ) (- BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3- 36 2-5= 36 9H 3-5= 189) 137 WEBS: 2x9 KDDF STAND (-73) 61 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -75/ 383V -23/ 72H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -28/ 293V 0/ OH 5.50" 0.39 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.6" Allowed = 0.309^ MAX TC PANEL TL DEFL = -0.066" @ 2'- 10.6" Allowed = 0.963" 12 4.00 17' MAX HORIZ. LL DEFL = 0.000" @ 5'- 9.3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads II in the plane of the truss only. 0 co O N In III r'1 I 0 x M-3x4 M-1.5x3 J• y _y 1-00 5-10 ` " 89782PE �<' JOB NAME : 7-D POLYGON 7-D NH - Z2 Scale: 0.7105 �� /7 WARNINGS: GENERAL NOTES, unless othendae noted: � •' \,-- I. ' 1.Bolder and erection contractor should be advised of al General Notes 1.This design a based only upon the parameters shown end Is for an Individual "� OREGON zs_•/ Truss: Z2 end Warnings before construction commences. building component.Applicability of design parameter.and proper Sj��ry 2 244 compression web bracing must be Installed where ehuwn 4. lr Incorporatbn of component a the roepe eRbty of the building designer. +„T, '��.. �,�+ , 3 Additional temporary bracing to insure stability during construction 2 Design aswmeee s.top and bottom cholla to be laterally brecetl H 7 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and elf 0 c.c.respectively cc ply unless braced throughout their length byrr- DATE: 8/10/2015 the overall structure is them Se cus ehgingl or werlbacing re uire where sand/or drywel(BC). Cj,a,.+ t1.` responsibility of the building designer. 3,gx Impact bridging or lateral bracing required where Moven•r !'A U `` SEQ.: K 13 4 5 9 4 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the reepedive contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any drmponent. end are fen dry condition"muse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all support.shown.Shim or wedge it EXPIRES: 12/31/ 01S ebdcation.handling.shipment end Installation of components. 7.rte Design tiassumes 6.This design is furnished subject to the limitations set forth by 8.Platesshall be locateduoneboth lanesio strrusis,eand placed so their center d. August 10,2015 TP6NVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate size of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.6(0L)-E 10.For basic connector plate design values see ESR-1311,ESR-tB88(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 /qI (Drawings not to scale) Damage or Personal Injury offsets are indicated. r�� Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For Q 14 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I aMirliff � bracing should be considered. OS O 3. Never exceed the design loading shown and never rp U U stack materials on inadequately braced trusses. a. Provide ies of his truss ign to the For 4 x 2 orientation,locate O c78 c6-7 C5-6 O� 4 designer,erecti ntsupervisorr,,sproperty owner and plates 0-'hd'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless exceese noted,d 19%at time of fabrication. PRODUCT PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC E$Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that � Indicated bysymbol shown and/or SYP represents values as published specified. 01.''' by AC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. kliM reaction section indicates joint IMAM 1111 ill number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MO NM ►_. 18.Use of green or treated lumber may pose unacceptable � environmental,health or performance risks.Consult with project engineer before use. Industry Standards: NUI ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. NI sere ke BCSI: Building Component Safety Information, / 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ■■ ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013