Loading...
Plans (84) mit /� 1 7,/F7 9E2 TrQ4.1 Z <�� MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 1 5-265_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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PR Optss ENGINE Q02 89782PE .1" 57 OREGON ms's Q. "7,9/r URY ��2 PAUL 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. Ar Job Truss Truss Type Qty Ply POLYGON R45125315 PL15-265_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:32 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-SgKRVHzjyCjvWU_vNlwXpzzUcgKga2?hcKgRZfygBCv 1 1-0-0 1 P-5-61 1 1-2-0 1 FILZTH Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 • a - a e a e e - a - e - -e – i N / N / o e e o e e o a e _ X�J 26, 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 I I 3x5= 3x5—3x5= I 7-0-14 17-7-1418-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [8:0-1-8.Edge).119:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1671/0,3-4=1671/0,4-5=2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=1991/0,11-12=-1991/0,12-13=1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-171210,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=226/359,14-16=-904/0,14-17=0/766, 12-17=620/0,12-18=0/498,10-18=384/0,10-19=1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard ' IN 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 .< 'GNG]j�4'6> c/0, Uniform Loads(plf) ,t? - Vert:16-24=8,1-1s=eo 8 9 782PE <. Concentrated Loads(Ib) Vert:2=-674(F) I/ iMal 7 QFtEGON �y' �, -7,' ,...&4RY 1 ..k, PAUL- 14', ' • EXPIRES: 12/3112016 August 7,2015 INI 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 M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �111TL K* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP11 QuaBly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Canis Heights CA 95fitn 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 14:27:33 2015 Page 1 ID:DFk29p3tCrPAGZnVberKDtyJvgB-wougjd LjWrm7eZ6wTRmMBVbaEe9JTSgq_P_55ygBCu 1 0.10.12 11 1-2-0 11 0-10-8 I I 2-6-0 Scale:12"=1' 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 11 1 2 34x4= 4 5 6 7 8 9 400, � N e e\ c e e e •1 13 12 11 10 9 3x4= 1.5x3 11 1.5x3 11 4x6= 3x6= 3x4= I 1-1-12 11-8-12 12-3-12 1 13-8-4 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X Y)— 12'0-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) LIdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (lb)-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. Strmngbacks to be attached to walls at their outer ends or restrained by other means. Co �ti4cq PROF s tt 89782PE f 14, Y,,OREGON �N, PAUL ?c' EXPIRES: 12/31/2016 August 7,2015 I I ®WARNING-Verify design panmefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. " Design valid for use only with WeisWeisconnectors.This design is based only upon parameters shown,and is for an individual building component. _ _ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M•Tek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding -' --fabrication,quality control storage,delivery,erection and bracing,consult ANSI/7911 Quality CrIeda,DSB-89 and BCSI BulldIng Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citnw Hnightc CA 96R10 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 MTek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 I D:D Fkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zUgzdln8l UAy?uO2rpd4w2yP_3e9YdYygBCt I 2-6-0 IicbiliLi1 1-2-0 I I 0-8-14 Scale=1:22.8 1.553 I I 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 354= 6 7 8 e • • e • —11111111111111111111111111111111111111114111111111111111111 —IF— =\ \ •--r------------ —IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII • o e e e 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 II 3x6 = 354= I 5-10-2 16-5-2 17-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.V)- [4:0-1-8.Edge].[5:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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 Ina 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(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=1740/0,4-5=1761/0,5-6=1739/0,6-7=1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=1256/0,2-13=0/622,4-13=268/180,7-9=1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �.?,ta PR QFts ��GINE�c9 �"yQ2 89782PE v� i - 1''L OREGON o'''et, '4 1 LgRY16 4Q 11 "r-A UL 94\N EXPIRES: 12/31/2016 August 7,2015 4 I ®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. l� Applicabitty 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 � k>. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 ='- fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TIll Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Ckn,c Heights,CA 95670 Job Truss Truss Type Qty Ply POLYGON R45125318 PL15-285_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCw2_zUgzdln8IUAy?uO2red2b2xS_3e9YdYygBCt I 2-6-0 I I 1-8-6 1 1 1-2-0 1 1 0-8-74 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 53x4= 6 7 8 eo i :j-__ -\ N ee c e V 1& 13 12 11 10 354= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= I 7-0-14 17-7-1418-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edge].[5:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress 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. (Ib/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3.4=2010/0,4-5=2110/0,5-6=1999/0,6-7=1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=1397/0,2-13=0/773,4-13=-017/104,7-9=1398/0,7-10=0/760,5-10=-071/105 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. ;�ti4Eo PROFFss C; ��C,INFLc� fp `r 89782PE fit" rG mai -V4 OREGON �'� V ir 0,0 EXPIRES: 12/31/2016 August 7,2015 I • ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 610-7473610-7473 rev.evisis015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building _component. �* Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a '` - - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI1Tehn fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII QuaIty Criteria,DSB-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 citnic Hnightq CA 4561 n Job Truss Truss Type Qty Ply POLYGON R45125319 PL15-265_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 14:27:35 2015 Page 1 ID:DFItz9p3tCrPAGZnVberKOtyJvgB-sP0a7J?bF75UNxiU2uTERcbOnl PJnRM71Iu59ygBCs I 2-0-10 I I 1-2-0 i 1 043-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 0 N e e s s 1 10 98 1 LLQ\ 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= I 2-3-10I 2-10-10 � 3-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— j2.0-1-8.Edge].[3:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 025 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-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. ���#,D PR 04-.0 ct 89782PE /52 MI y eREGON o'- 2. 4iIs) &'IRV1b2t`,,.x" ir 0'4 PA tit- EXPIRES: 12/31/2016 August 7,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/162015 BEFORE USE. n.> 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IYI�ET �.k* - - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding E fabrication.quality control storage.delivery,erection and bracing,consult ANSI/T I1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 rita,c Hrighrq ns 9nsin Job Truss Truss Type Qty Ply POLYGON R45125320 PL15-285 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-KbZyLeODOREL 5Hgcb?Tzp75ORe4WpBHXyefiQygBCr I 2-6-0 2-1-12 I I 1-2-0 W-9-8 1 2-3-0 I 1 1-2-0 I I 1-0-0 I 1-6-0 I Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e ..... e e e - N e e e e ee -'e 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4= 12-10-12 I 4-10-12 15-5-12 16-0-12 1 11-8-12 12-3-121 1 15-11-12 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X Yl— J7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8.Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 72 lb FT=0%F,O%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=2351/0,45=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. ��5 cD PR Of- s c3 \AG[NE sib cc 89782PE t..- -7 7 •AEGON •3 . � k PAULR �Q EXPIRES: 12/31/2016 August 7,2015 4 _ 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design void for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Ml 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 - erectur`•Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding -`— -'" --MI tek fabrication,quality control,storage,deivery,erection and bracing,consult ANSI/TPI1 Quality Crfferia,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 funic Height,CA 95615 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 MTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFIcz9p3tCrPAGZnVberKOtyJvgB-KbZyLeODOREL_SHgcb?Tzp7BaRIZWujHXyefiQygBCr I 1-9-t4 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 1 Scale=1:17.6 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 • • e • e e a N O e O' e 11 10 9 8 �( 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = I 2-0-14 12-7-14 I 3-2-14 I 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [2:0-1.8.Edge].13:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/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 Incl YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=702/0,3-4=940/0,4-5=940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. \e'C51/4E� INE ,PRpF� '• , ,G1�2 `t' 89782PE < 1" 17 OREGON ' . UJ© Q '1,QgRY16 ' PAUL V‘.\ EXPIRES: 12/31/2016 August 7,2015 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design void for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. 11# 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 'VIx'��� 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 Qua01y Crileria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available horn Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 runic Haighlt CA 95fi10 Job Truss Truss Type Qty Ply POLYGON R45125322 PLT5-265 UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:37 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-on7KY_1 mIMCcFst9J WiW1 gL6r9OFOJQIcNCEsygBCq I 2-5-0 I 1 3x4= 2 1.5x3 II Scale=1:8.7 Ill 1 TiLliellill. 0 N f 1 F. • MA 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) 1/defl L/d 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 Incr 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. (Ib)-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. \AG49 �(�EO PROF7E-x,S �5 til /a. 'r 8 782PE r' /1 Y7 OREGON iv ��;" 99k 'AULC Q. EXPIRES: 12/31/2016 August 7,2015 4 I ®WARNING-Vergy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �+ 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 responsibiBity of the - ey�B T IC erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding- - - {YIi Ie fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cr Leda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rums Weight`ria 95etn Job Truss Truss Type Qty Ply POLYGON R45125323 PLI5-265 UPPER F09 Floor 4 1 Job Reference(optional) Public Lumber&Truss Co. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1T.�Y2U3EPR3j01x3EDPHFK3JYZ G7lmJygBCp I 2-6-0 I 2-1-12 I I 1-2-0 110-9-8 I 2-3-0 I I 2-3-0 1 1 1-2-0 I D 171 Scale=1:26.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e i 2 . A e e e 1 e e 16 15 14 13 12 i 3x4 = 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4= 12-10-12 I 4-10-12 15-5-12 -0-12 I 11-8-12 12-3-121 I 16-2-8 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— [7'0-1-8.Edae1 112.0-1-8 Ertel L15.0-1-8.Edge].[16'0-1.8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Inc( YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0 -4,11=707/0-2-12 FORCES. (lb)-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. AEU PR OP4-- ca<c kyr "7 `t 89782PE v.- 7 OREGON 4h �- -711/4, (12 A$ 5 k pA UL \J EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1111 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 '- erector.Additional permanent bracing of the'overall structure is the responsibility of the building designer.For general guidance regarding IYE)ITpiIC -- - fabrication,quality control storage,deivery,erection and bracing.consult ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 (18n t,Heighic CA 05610 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 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TY2U3EPR3j01x3EDXVFVF_gWZ_G7ImJygBCp I 0-64 I I 2-4-12 1 3x4 = 2 3x6= 3 1.5x3 II Scale=1:8.7 1.11111111111= 0 Iwo 1.5x3 II -/ 6 5►/ 4 3x6= 3x4= 0.7-12b-9-i 3-5-0 0-7-12 ()-1.8 2-7-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 Ina' NO WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. (lb/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(plf) aE) PROF� Vert:4-6=-8,1-3=-80 �� T` str Concentrated Loads(Ib) G.‘ Gj �vA(3IN�4 r . Vert:1=180(F) G. * 89782PE r' V OREGON Q't" T� �'A UL P' � EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev.02/16/2015 BEFORE USE. moms Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IVI�1�+`k* - - 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 QuaBly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 ritnw Heights CA,1651n Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 g or Personal Injury lira= Dimensions are in ft-in-sixteenths. 1144‘, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS ElilEMINIIIIIIIMEEI2. Truss bracing must be designed by an engineer.For 0-1/1 6' 111 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Milrnill I !:. bracing should be considered. 3. Never exceed the design loading shown and never 101111Ap U stack materials on inadequately braced trusses. �O4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 c•7 C5-6 designer,erection supervisor,property owner and plates 0-'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MITek20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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 e Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING .."-- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior \ ? (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. vl reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. Mil it 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 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. SDesign Standard fornBracing. hifiTelk8 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 28'4' rar.r I 22W I MIHANGERS UJ U.11.0. GGE —r T l' 8:12 8:12 .- CD (4) G1 (4) 4:5` ao SJ1 � £! q4qq ' SJ1 SJ2 -2:11 SJ2 SJ3 g SJ3 NI OD G2 a I% 12.12 W C3 (5) lis If ' 2 C4(21 J1 rilii, 5 .... E sot me J2 12:12 J3 J4 1:1: J7 (5 J5 \ ka (-I ka (2) a J5 j , - J5 z=2= - Ji 1— �.bi 1z�._ v J4 § o= �, J10 %// �� 12: 2 J3 r3 w = co UU N W J8 /���,��t Y J1 06 W o 8 ' a CL �wzo o = L Z Z V1____•r stsa.4 Q O m • I SJ1 ,�, �,�+. SV ��� vI o C7 mc 7 IV I -6u-u, zzoz._ I— ��1 Ili.• 4:11 .– b o o W z wg82i 5 c b - /N o OZ 0 =U000� Q ® CONFORMS TO DESIGN CONCEPT /y —� ENTRY RIGHT E 2 Z Z z_8 p_vwi ce Li CONFORMS TO DESIGN CONCEPT WITH 0 0 0 0 3 z w a on REVISIONS AS SHOWN CANTO' LL LL v_� a w 11'-a VT r�� s►-51rr <7� . ❑ NON-CONFORMING-REVISE AND RESUBMIT 1.7.6.[.. yI OZ OZw 0 00I2Y SETH SHOP OAAlNN^i hlS BEEN AESSTSED f0A GEHEESS CpNHSHHSS TE 1U U CC Z U z WITH THE GESIGN E SF PT ONLY AND DOES NOT RELIEVE THE11 s 3CFORRICATOR;VENDOA OF RESPONSIBILITY FOA COWMA ANGE WITH THEID ❑ ❑ Fi PLL Q a C'T DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WhICn HAVE PRIORITY 18' OVER.IS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DII£NSIG.NS. • 4 VT 8 11i By: Ill:Naela A.Pe Date:February 11.201E ... CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 08/10/15 PLACEMENT NLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: ENT DRAWINGSFOR IANEER FURTHER .iP umber 7-D NH GABLE AT GARAGE ENTRY RIGHT DESIGNER/ENGNEEROFRECORD ' RESPONSIBLE FOR ALL NON-TRUSS ! PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING G DESIGNER/ENGINEER OF RECORD TO `& TRUSS .Y 7-D / D GABLE G �€D BY: REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.115"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. I -O' MO' r 14'-0' 1 PuHANGERS tumux0. T' GGE ` 91- 8:12 8:12 6 R, G1 (4) .CR • al JL Al 3J1 rJ3 ■► I■■I 8 { J3 r IIP C2 1 alli C3 (5) 12.12 'B HutCP , ;12 -r la tp T�1 J1 W 12:154$ J2 J3 5 (5) Or0 J5 .. 4 ble, 12:12 _ ��i ---- _-t_ XL. r- ���� J10 �w2= W 1.01 ,APPP: A z N W 3 c^ J A. ,01775•0;-#11 ` W Ill ,,,,,if1. �. ,I I, II',� W W �l ,wp0 t ��r� .,/,I/161•� U 0 w OEUW V J_. / 1 I/ / Z Z V1 L7:,, Q� = T, 1 ■ O I W Z>U Q alp, "NI Zc Z wwaLua«o Y CO 5 m �oo° =z LERY LEFT z oo,22 x ay ® CONFORMS TO DESIGN CONCEPT 5 2 5 m 2 2 2 2 Z zoLL„E = ce O 9�z CC❑ CONFORMS TO DESIGN CONCEPT WITH 9�1/z' .12.41_ 1r4 1/2' 1x$'1 CANTO' Oaiz NRS AS SHOWN Z. Z o o w El NON-CONFORMING-REVISE AND RESUBMITI.O. O O W O 6.E,28?- TKO MAS N WITH MEPpDRAWINESIGN LONCEPBEENLYEWE DD FOR CGENERAL ENEL L COVE NN... U U CC Z E N U.ti FASR•.CATOFI'JECOR OF RESPONSIBILITY FOR CONFCRWNCE WITH TME 16'-61/2' El ❑ ❑ :3 Q Q,reE, m DESIGN SNIPS AND SPECIFICATIONS ALL OF MHICH HAVE PFIORITY r r IHSSIS SHOP GOER DRAWING. CONTRACTOR WEL'vEMPT ALL DEMONS. By: YINNaela R.P.N. Date:FCGrSNN 11,2916 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 08/10/15 PLACEMENT NLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: ENGINEERED STRUCTURAL • -Kis REVISION-1: DRAWINGS FOR ALL FURTHER Put�fi. umber 7-D NH GABLE AT GARAGE ENTRY RIGHT INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS R ASTO TRUSS CONNECTIONS.BUILDING 7-D / D GABLE GARAGED BY: DESIGNER/ENGINEER OF RECORD TO COMPANY REVIEW AND APPROVE OF ALL & TRUSS , DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.115"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 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. 01 PR©p , �� NG1NE'c� �✓��� cc' 89782PE -it OREGON 2N. "Pei 9 IN ''A.0 L R, ,y Fri S: 3 /201-6- 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 29-08-08 MONO HIP SETBACK B-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2- 8=(-730) 1837 3- 8=( -170) 250 2x6 KDDF #1&BTR T2 2- 3=(-2843) 871 8- 9=(-858) 2138 8- 4=( -65) 768 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-2678) 900 9-10=(-642) 1513 8- 5=( -474) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 9- 5-(-1856) 693 5- 9=( -657) 465 2x4 KDDF STUD A TC UNIF LL( 50.0)+DL( 14.0)= 69.0 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. DON. 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: 204 BRACING AT 24"00 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 LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5" -989/ 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" EONS. 2: Dsi..,<e.-tea.-�.+...�.--ma...........-.."4l•_�_..�..r.Ih, r.+_ g 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" @ 29'- 5.0" 7-11-11 16-08-13 Design conforms to main windforce-resisting T T T system and components and cladding criteria. 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 '( T 597.309 '( 4' 4' Wind: 190 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, 12.00 v =M-6x6 -M-6x6 M-3x6 Truss designed for wind loads 5 6 7 in the plane of the truss only. 25x3fA\YAU 1,,P-- 11111111111111111111111=i2 ,, 8 9 10 M-3x8 0.25" M-4x6 M-7x8(5) n.0 y 7-07-08 y 8-05-10 y 8-07-06 Al' ,\4�NQ PR._©p4scr' )' J' y - -� NC''1NE -- / 1-00 24-08-08 -<' ply p pC 91;.----- ,.._14.0( L -W C797V'2.1 L JOB NAME : 7-D POLYGON 7-D NH - Al .�_ '-400P" - Scale: 0.2535 all• WARNINGS: GENERAL NOTES, unless otherwise noted, 'i✓r OREGON 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 anindividual 17 N,- Truss: Al and Warnings before construction commences building component Applicability of design parameters and proper ] c ' 2 2x4 compression web bracing must be installed where shown+ mcerporation of component's the responsibility of the building designer fff7,A iJ `, EE 3 Additional temporary bracing to Insure stability during censiruclon 2.Design assumes the top and bottom chords bran be laterally braced en I R i - s the responsibility of Me erector.Additional permanent bracing of 2 o c and at 70'o c respectively unless braced throughout their length by ,F • �7 DATE: 8/10/2015 the overall structures thereresponsibility ofdes continuousxImpactrigingoratehaaacw requirod e wheesown++C)and/or au(Bc> `Jp�� sports y o building Bner. 3.2x Impact bridging or lateral bracing required where shown++ i"1 SEQ. : K1345903 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. fasteners are complete and at no time should any loads greater than 8.Design assumes trusses aro to be used in a non-corrosive environment, TRANS ID' LINK design loads be applied to any component and are for condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the fi Desgnassumesfullbeenngatellsupportsshown Shim orwedge i( EXPIRES: 1.213112016 fabrication,handling,shipment necessary. andinstallationseeltponents. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPI/WICA In SCSI,oopies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weft) 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 #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-1218) 370 1- 8=(-565) 881 2- 8=( -205) 200 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. BC: 2x6 KDDF #1&BTR 2- 3=(-1086) 909 8- 9=(-423) 891 8- 3=( -105) 953 3- 4=( 0) 0 9-10=(-300) 639 8- 5=( -289) 90 WEBS: 2x9 KDDF STAND; LOADING 2x9 KDDF STUD A 3- 5=( -736) 331 5- 9=( -228) 238 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=( -789) 324 9- 6=( -118) 556 DL ON BOTTOM CHORD = 10.0 POE' 6- 7=( -127) 199 6-10=(-1099) 376 TC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD - 42.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 10- 7=( -157) 90 LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"00 UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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. +* For hanger specs. - See approved plans POND. 7• Design checked for net(-5 t10 DQ uplift et 29 " c sparing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.026" @ 13'- 3.8" Allowed = 1.190" MAX TL CREEP DEFL = -0.099" @ 13'- 3.8" Allowed = 1.586" MAX HORIZ. LL DEFL = -0.011" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.016" @ 24'- 5.0" 9-11-11 14-08-13 f Design conforms to main 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. T T T T T f T 12 Wind: 190 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.007 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End verticalare s) exposed to wind, M-4x6 Truss designed forwind loads n the plane of the truss only. M-3x4 M-1.5x3 r RIAMMEMEMMEMER, sx3Ey/a oo1.. 8 I7 S 10 0.25" o M-3x4 M-3x8 M-3x4 y M-7x8(S) -0 P R pp, • y 7-07-08 y 8-05-10 y 8-07-06 y • '�L - si t, CNE .,i0 ..• ... 24-08-08 8.782 f E I • - JOB NAME : 7-D POLYGON 7-D NH - A2 Scale: 0.2363 ('� (� WARNINGS: GENERAL NOTES, unless otherwise noted: 1�OREGON ��: Truss: A2 I.Builder and erec on contractor should be advised of all General Notes 1 Ths design is based Dog upon the parameters shown and is for en nd vidual and Warnings before constructon commences building component Applicability of design parameters and proper [�\/ 2 204 compression web bracing must bensta lied where shown a. incorporation of component is the responsibility of building designer. '774/'�r +" 3 Additions:temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � \ s the responsibility of the erector.Additional permanent bracing o! z o c and at 10'o c respectively unless braced throughout their length by A A LI 1.1 DATE: 8/10/2015 the overall structure is the responsibilityf the bundin continuous sheathing such as plywood sheathing(TG)and/or drywell(Bc). - x""11 k, 4 o g designer 3. Impact bridging or lateral bracing required where shown++ • SEQ. : K 13 4 5 9 0 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads beapplied toany component. and arerordrycondition•ofuse. EXPIRES: 12/31/2016 D.CompuTrus has no control over and assumes no responsibility for the 6 De sign assumes full beanrg al all supports shown.Shm or wedge f nfabrication,handling,shipment and installation of components. cesmry. August 10,2015 • fi.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. e.Plates shall be located on both faces of truss,and placed so their center T91ANTGA in BCS:,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./ComuTrus Software+ 9.Digits indicate size of plate:n inches. p 7.6.6-SP1(1 L)-E 1g.For basic connector plate design values see ESR-7311,ESR-1966(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 PC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2=(-1224) 488 1- 7=(-289) 938 7- 2=( 0) 277 5-10=(0) 279 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -871) 603 7- 8=(-289) 936 2- 8=(-976) 334 3- 9=( -589) 509 8- 9=( -57) 600 8- 3=(-340) 392 WEBS: 2X9 KDDF STAND LOADING 9- 5=( -679) 609 9-10=(-216) 789 8- 9=(-189) 1 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) 401 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 9- 5-(-980) 337 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -162/ 1038V -302/ 302H 5.50" 1.66 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -162/ 1036V 0/ OH 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc` spacing. A 11-11-11 0-A09-/02 11-11-11 l VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.032" @ 13'- 1.8" Allowed = 1.190" 6-02-08 5-09-03 0-110-109 5-07-12 6-02-08 IMAX TL CREEP DEFL = -0.055" @ 13'- 1.8" Allowed = 1.586" f f '1 'f '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 3 N 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. ,..0, 1;40 Wind: 140 mph, h=25.2ft, 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 7 in the plane of the truss only. M-3x4 M-3x9 z 1,i AIIIL Jo N o Y ` 6 0 ' 1*+ 1S 9 10 5x3 0.25" M-1.5x3 M-3x4 0 M-3x4 M- 0 M-5x8(S) M-3x4 PRQ y * * * * * �a �, . 6-00-12 5-07-12 1-05-09 5-06 6-00-12 y ¢�� �x4(31N4. /�2�f y 24- 08-08 q • :9'782p E JOB NAME : 7-D POLYGON 7-D NH - A3 Scale: 0.2326 'v." / AIM WARNINGS: GENERAL NOTES, unless otherwise noted' ORE1.Builder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown and is for an individual V G �""' Truss: A3 and Wamngs before canstrucion commences building component.Applicability of design parameters and proper d 2 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building deagner. it- �RY' .a ` 3.Additional temporary bracing to nears stability during construction 2 Design assumes the(tops and bottom chords to be laterally braced at ,<IRy 1 .e is the responsibility of the erector.Additional permanent bracing of T o c and at 10'o.c respectively unless braced throughout the r length by cenmpacts sheathing such as plywood sheathing(TC)and/or drywall(BC) Aq-AUL 1 ,- DATE: - DATE: 8/10/2015 the overall structure is the responsibildy of the budding designer. 3.rax Impad bridging or lateral bracing required where shown++ I,k✓l� 4.No load should be applied to any component until after all booing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K13 4 5 90 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, e. TRANS ID: LINK design loads be applied to any component. and are gase supports ge 5.CompuTrus has no control over and assumes no responsibility for the fi.Dee fun bearing t all su ds shown.Shim or if EXPIRES: 12/31/2016 scary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August I 10,2015 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of tmss,and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTNa Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 414 1- 9=(-347) 821 2- 9=(-273) 253 7-14=(-1323) 435 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -981) 465 9-10=( -5) 16 9- 3-( -68) 342 14- 8=( -114) 66 WEBS: 2x4 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 I= 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"01. 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 -234/ 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) 0-09-02x( 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing. / 11-11-11 0-09-/'02 8-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I 4' 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" T T T T T T T T MAX HORIZ. LL DEFL = -0.016" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" 10-00 T 44 5 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 7 M-5x6 N 12.00 Wind: 140 mph, h=25.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 41 „ -/, o Truss load duration factor=l.6, d s �� inthe dplane e f windor ofthetrussoonly. M-1 .5x3 z • M-5x10 M-1.5x3 MMEMMIIMMe ti rn illiMMEMEMPaliMEMMEMMEMEMOMMYMEMEMMIIMML N 1 o J N .._.. li. 13 **14 0 1** 9 =', M-1.5x3 0 12 I M-3x49 M-3x8 M-1.5x3 oM-3x4 M-5x8 ), l y c ,L l 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 b y b • 15-01-12 9-06-12 � Py y y y ' 16-01-08 0-11-12 8-07 .- • -/� 1E- - - y y :9782PE r. JOB NAME : 7-D POLYGON 7-D NH - A3V Scale: 0.1910 - _ WARNINGS: GENERAL NOTES, unless otherwise noted' ,. _J 1.Binder and erection contractor should be advised of all General Notes 7 This design B based only upon the parameters shown and is for an individual F A,v OREGON • Truss: A3V and Wam ngs before construction commences building componentApplimbility of design parameters and proper 2 2x4 compression web bracing must be installed where shown♦ incorporation of component Is the responsibility of the building designer. s ^.+ .. 3 Additional temporary bracing to insure stability during constructor 2 Design assumes the top and bottom chords to be laterally braced at >� Y ! 's the responsibility of the erector.Additional permanent bracing of 2 o c and at 10'o c respectively unless braced throughout their length by i_ - `�( DATE:. 8/10/2015 the overall structures the responsibility of the building designer. continuous sheathing such as plywood sheath ng(TC)and/or tlrywall(5I) h• (� 3 it Impact or true or lateral bracing required where shown** '- f SEQ. : K 13 4 5 9 0 6 4.No load should be applied b any component until after all bracing and 4.Installation or truss is the responsibility of the respective contractor. fasteners are complete and at no urns should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and ere fodry orator of 5 Com Trus has no control over and assumes no res 6.Design assumes full hearing at all supports shown Shim or wedge if EXPIRES: 12/31/2016 pu ponablity for the cery fabrication,handling,shipment and installation of components. 7.Design m, adequate drainage is provided. August 1 O,2015 6.This design Is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center TPIAMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTnvs 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 29'- 8.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-(-1185) 327 1- 7-(-307) 816 2- 7=(-281) 264 9- 5=( -379) 196 BC: 2x9 KDDF #1&13TR SPACED 29.0" O.C. 2- 3=( -981) 378 7- 8-( -3) 16 7- 3=( -83) 393 5-11=( 0) 257 WEBS: 2x9 KDDF STAND 3- 9=( -633) 341 8-10=( 0) 0 7- 9-(-124) 637 5-12=(-1323) 391 LOADING 9- 5=(-1029) 321 9-11=(-282) 957 3- 9-( -88) 98 12- 6-( -119) 68 TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -98) 56 11-12=(-278) 963 9- 9=( -25) 316 BC LATERAL SUPPORT <- 12"0C. UON. 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: 2x9 BRACING AT 24"0C 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" -151/ 1045V -233/ 281H 5.50" 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 29'- 8.5" -194/ 10311 0/ OH 5.50" 1.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciihg. 9-11-11 4-09-02 6-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 f ' f ,r 1' 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" @ 19'- 8.5" Allowed = 1.586" f '( 1' 1 "I` 1' MAX HORIZ. LL DEFL - 0.015" @ 24'- 5.0" 12 12 MAX HORIZ. TL DEFL = 0.025" @ 29'- 5.0" M-5x6 M-4x6 12.007 12.00 Design conforms to main windforce-resisting 3 system and components and cladding criteria. 4.0e 4� Wind: 190 mph, h=29.2ft, 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 2 M-5x10 M-1.5x3 6 AgMEMMEMEMMETi -/ rillr+ N 0 I M rn illi o 0 1n 1%.2. ^ _• J* 12 o M-1.5x3 M-3x4 o 1** 7 8 10 l I M-3x4 M-3x8 M-1.5x3 0 M-5x8 Je l 5 1 1. ,L 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 y y 1 15-01-12 9-06-12 y PR e 16-01-08 0-11-12 8-07 ' y y CoG,1N / 24-08-08 C ° -.. ' 89782 E � JOB NAME : 7-D POLYGON 7-D NH - A4 ` � Scale: 0.2398 WARNINGS: GENERAL NOTES, unless otherwise noted: 's,a ©(9 E1�7©N 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon me parameters shown and is for an individual A, (�e"" Truss: A4 and Wamings before construction commences. building component.Applicability of design parameters and proper /. Lr 2.2x4 compression web bracing must be Installed where shown+ ncoryoatlon of component is the responsibility of the building deagner. //��,,,� , A�j`,- 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 1qA •R j ;.(, Is the respons bllky of the erector AtltlR anal permanent bac ng of 2 o c antl al 1 G o c respect very unless braced throughout their length by f continuous sheathing such as plywood sheathing(TC)and/or drywall(60). AA 1 I/ DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �"7 V 1� SEQ.: 1<1345907 4 No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, design bads be applied to any component. and are for dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the B.Design a�umesfullbearngatallsupportsshown.ShimorwedgeIf EXPIRES: 12/31/2016 mcesserfabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 10,2015 6.This tleslgn is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMh'CA In SCSI,copies of which will be fumished upon request. lines coincide with Joint center lines. 9.Digits indicate s@e of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 1a.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-06-08 HIP SETBACK 3-05-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR; 16-06-08 GIRDER SUPPORTING 24-08-08 FROM 9-00-00 TO 16-00-00 1- 2=( 0) 80 2-10=( -742) 2862 10- 3=( -670) 2594 2x6 KDDF #168TR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4114) 1126 10-11=(-1324) 5000 10- 4=(-3296) 936 BC: 2x12 KDDF #1&BTR 3- 4=(-2862) 818 I1-12=(-1768) 6792 4-11=) -510) 2268 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5240) 1480 12-13-(-1768) 6792 11- 5=(-2312) 608 LL = 25 PSF Ground Snow (Pg) 5- 6=(-6112) 1682 13-14=(-1512) 5880 12- 5=( -484) 2284 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 5.0" V 6- 7=(-3874) 1054 14- 8=( -948) 3874 5-13=(-1238) 304 BC LATERAL SUPPORT 72"OC. UON. TC UNIF LL( 67.7)+DL( 19.0)- 86.7 PLF 3'- 5.0" TO 13'- 1.5" V 7- 8=(-5544) 1460 13- 6=( -486) 2168 TC UNIT LL( 50.0)+DL( 14.0)- 64.0 PLF 13'- 1.5" TO 16'- 6.5" V 8- 9=( 0) 80 6-14=(-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: 2x4 BRACING AT 24"00 UON. FOR BC UNIF LL( 283.9)+DL( 193.0)- 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( 19.3)- 88.1 LBS @ 13'- 1.5" 0'- 0.0" -889/ 3254V -92/ 92H 5.50" 5.21 KDDF ( 625) OVERHANGS: 12.0" 12.0" ADDL: BC CONC LL+DL= 2757.0 LBS @ 8'- 0.0" 16'- 6.5" -1291/ 4972V 0/ OH 5.50" 7.96 KDDF ( 625) ( 2 ) complete trusses required.r71 Join together 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �rn r• .-b cr4a.V F 5 f 1'F �d ' REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 n9" o in 1 row(s) throughout 2X9 top chords, BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" 9" o n 2 row(s) throughout 2x6 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.133" 9" oc n 3 row(s) throughout 2x12 bottom chords, MAX LL DEFL = 0.043" @ 8'- 3.2" Allowed = 0.781" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.115" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = -0.001" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 17'- 6.5" Allowed= 0.133" '** HANGER TO APPLY CONC. 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 1 'f 'I '' 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), load duration factor=1.6, 488.10# 488.10# Truss designed for wind loads 12 12 in the plane of the truss only. M-4x8+ M-4x8 12.00 M-3x5 M-3x8 M-3x5 12.00 4-' ® -6- // // xNN\ _ 7,_ IT x14+ M-12x20+ M-12x14+ M-12x20+ M-12xo y y y ♦zy767# y y y ; ',,VO4 PRQE� 3-02-04 2-07-06 2-05-10 2-05-10 2-07-06 3-02-04 .� _ GIN ,55 y1-00 y 16-06-08 y1-00 y `�' ©2A 89782PE JOB NAME : 7-D POLYGON 7-D NH - B1 �j-' • Scale: 0.3432 :✓ OREGON • WARNINGS: GENERAL NOTESless omeiw se notetl (IF). ]fl)- Q'- • 1 Builder and erection contractor should be advised of all General Notes i This designs based only upon the parameters shown and is for an individual � �(A (t Truss: B1 and Warnings before consimctlon commences building component.Applicability of design parameters and proper `a .n4j71 2.2x4 compression web bracing must be installed where shown t :--:((,'_-- incorporation of component is the responsibility of the building designer. T . 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at �` is the re bitt of erector.Additional permanent f Tal and at10'oc respectively unless braced throughout their length by PA L sponsi y o building en g o continuous sheathing such as plywood shed ng(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2,‘Impact bridging or lateral bracing required where shown++ SEQ. : El3 4 5 9 0 8 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non corroswe environment, _ TRANS ID• LINK tlesgnloads beapplied toany component. and are for drycondrton"ofuse. EXPIRES: 12/31/2016 5.CompuTrushasnocontrolaverandassumesnaresponsibilityforthe 6. sisassanassaumes(ullbearingatellsupporisshown.8himorwetlBeif August 10,2015 fabrication.handling.shipment and installation of components. ry 7.Design assumes adequate drainage is provided. 8.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIN,fCA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in Inches. • MiTek USA,Ina./CompuTfus Software 7.6.6(1 L)-Z 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 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 78 2-5=(-82) 123 3-5=(-268) 113 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -90) 83 5-6=( 0) 0 WEBS: 2x4 KDDF STAND 3-4=(-134) 32 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. 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" 1'- 0.0" -124/ 497V -44/ 77H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -136/ 19V 0/ OH 1.50" 0.03 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 IOPSF LIVE LOAD. TOP n checked for net(-5 COND. 2: Desi AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 1 'r 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 = 0.048" MAX TC PANEL TL DEFL = 0.012" @ 1'- 8.6" Allowed = 0.072" 12.00 7 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-1.5x3 li 3 Design conforms to main windforce-resisting il a, system and components and cladding criteria. a, Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Nload duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M 2 O I rrn Prd 31.j111.111111111111111111111111111111O to 5111.1" 1 Illia- li. M-3x4 M-1 5x3 1 b b 2-05 5 )' 1 1-00 3-05 (PROVIDE FULL BEARING;Jts:5,4,6 4k 8'782PE ter' JOB NAME : 7-D POLYGON 7-D NH - BJ1 � ' Scale: 0.6225 - WARNINGS: GENERAL NOTES, unless otherwise noted: / li^ ©f9 C'l�'�. _1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based ony upon Me parameters shown and is Bran individual �Aw-. ‘,---- Truss: BJ1 and Warnings before construction commences building componentApplicability of design parameters and proper !- q, 2.274 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. .(�/� <j a,�` aV L� 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced et f�.',TR�f e7 ' : Is the responsibility of the erector.Additional permanent bracing of 7oc and at lD o.c respectively unless braced throughout their length by • �` DATE: 8/10/2015 meoverall abocwrelathe re colt of deli contlnuousahealhingsr haeplywoodsheathing(TC)and/ortlrywa11)00) �'AUL- sponsl y o g gner. a 2x Impact bridging or lateral bracing required where shown++ _ SEQ. : Ni3 4 5 9 0 9 4.No load should be applied to any component until after all bracing and 4.Installation or truss A the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design toads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6 Desdnassumes full bearing atall supports shown.Shim orwedge it EXPIRES: 12/31/2016 mmrnwry fabrication,handling,shipment and Installation of components. } 7.Design laesshallbassumes caadequate othfacelo truss, August 10,2015 S.This design is furnished subject to the limitations set/ooh by S.Plates shall be located on both faces of Irusa,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 24-08-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=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-) -29) 63 8- 4=(-687) 902 6-12=( 0) 409 WEBS: 2x4 KDDF STAND; LL = 25 PSF 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 8'- 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. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 20'- 9.5" 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 HORZ 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'- 9.5" 0'- 0.0" -632/ 2942V -176/ 229H 5.50" 3.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 24'- 8.5" -870/ 2757V 0/ OH 5.50" 9.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. FOND. 2: Deslon checked for net(-5 psfl uplift at 29 "oc snaciryg. ** For hanger specs. - See approved plans 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'- 11.9" Allowed = 1.190" MAX TL CREEP DEFL = -0.125" @ 11'- 11.4" Allowed = 1.586" MAX BORIZ. 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 1' f '( 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. T f +597.30# T T +97.30# l' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-9x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7- M-3x8 M-3x4 N 12.00 load duration factor=l.6, 3 6 Truss designed for wind loads 4 5 in the plane of the truss only. Q� ,, 5x34JM4x6 .10 11 12 *13 M-3x10 M-3x4 0 1'** 8 9 11 M-3x6 M-3x8 M-7x8 M-7x8 O M-1.5x3 b b b y l b 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 1 16-01-08 y 8-07 b � `q PROpFs 4 y 24-08-08 �' V`vG,.N`�� t?ala -:9782I E 1.-- JOB NAME : 7-D POLYGON 7-D NH - A5 i Scale: 0.2519 ®/ 11111, WARNINGS: GENERAL NOTES, unless otherwise noted: 8.I / `� Truss A5 Builder and erection contractor should be advised of all General Notes 1.This designs based ons upon the parameters shown and Is for an individual "7 OREGON " and Warnings before construction commences building component.Applicability of design parameters and proper I R 1.1 �{+.. 2.2x4 compression web bracing must be installed where shown*. Incorporation of component s Me responsibility of the building tlaegner. � �/� 3 Additional 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 7 o.c and at l0 o.c.respectiveN unless braced throughout their length by �u DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 2x Impact sheathingor such as plywood aired here s and/or tlrywall(SC) '` .4 f�`. 3 2x Impact bodging or lateral bating required where shown*♦ it UL Y` SEQ.: K13 4 5 910 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompoTrus has no control over and assumes no responsibility for the E Design assumes full bearing at all supports shown.Shim or wedge If fabrcaton,handling,ahcomponents. Scsigr asnecessaryEXR(R ES: 12/3112016 pmententlmsfallationo/ 7.Design assumes adequate drainage is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate stre of plate In Inches. MiTek USA,Ina./ConlpuTres Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1958(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 TOP CHORD LL + DL = 32.0 PSF 2X9-2 DF #1&BTR 11-02-04ff 4-00 T M-3x6(5) PROVIDE SUPPORT 12 M-5x8 8.49 11000l M-3x6 M-3x6 M-3x6 M-3x8 v P R Q��s Luc?� NG1NE��9i©� y Y Y y 8.782PE t- 1-07-02 11-03-12 7-00-02 Y b / i �l 19-11 JOB NAME : 7-D POLYGON 7-D NH - AR % —e Scale: 0.3519 WARNINGS: GENERAL NOTES, un le ss otherwise noted F OREGON N.�Q. I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AR and Warnings before construction commences. building componentApplicability of design parameters and proper 7 ` 2 2x4 compression web bracing must bensralled where shown ncorporelon of component is the responsibility of the building designer. Inwre stability to during construction 2.Design assumes the top and bottom chords to be laterally braced at re the responsibility of the erector. re nal permanent bracing of T o.c.and et 101 o.c.respectively unless braced throughout their length by Pq 3 Additional temporary bracingU.�. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 13 4 5 911 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for EXPIRES: 12/31/2016 design loads be applied to any component. dry condition'.of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility forthe 6.Design assumesfull bearing alall supports shown.Shim orwedge if August 10,2015 fabrication,handling,shipment and installation or components. necessary. 7.Design assumes ated on both face is truss, 6.This design is furnished subject to the limitations set forth by e.Plates shall be located an both faces of truss,and placed so their center TPIANtiCA in BCSI,copies of which will be fumished upon requestlines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 62.3(IL)-Z f o.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/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2-3=(-154) 86 3-4=( -44) 0 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 DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 6.7" TOTAL LOAD= 42.0 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/ 41V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 5.0" -130/ 141V 0/ OH 1.50" 0.18 KDDF ( 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 spacifig. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LII1 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" MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.056" 12 MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0.074" MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.4" Allowed = 0.283" 12.00 V7 3 MAX TC PANEL TL DEFL = 0.026" @ 2'- 1.4" Allowed = 0.425" MAX HORIZ. LL DEFL = -0.001" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.001" @ 3'- 4.3" 1 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), d' load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. O I N O 04 * 5 -, M-3x4 1 J' l l .1. 1-00 3-05 0-06-11 'PROVIDE FULL BEARING;Jts:2,5,3 ZG (t- 89782PE 9f' JOB NAME : 7-D POLYGON 7-D NH - BJ2 _ �_� -mow- Scale: 0.6043 11111 WARNINGS: GENERAL NOTES, unless otherwise noted- C/. 49 1.Builder and erection conlrectorshould beadvised ofall General Notes 1.This design Is based only upon the parameters shown and Is For en individual 4 OREGON ! Truss: BJ2and Warnings before snstmction commencesbuilding component Applicability ofdesign parameters and proper 2 2v4 compression web bracing must be Installed where shown+ incorporation ofcemponents the resp5 sib 11y of the balding designer. 3 Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chortle to be laterally braced at 1:k?', 11 P V `,5 s the responsibility of the erector.Additional permanent bracing of T o c and at 1G o c respectively unless braced throughout their length by T DATE: 8/10/2015 the overall structure Is the responsibilityf the bulldln des cent pacts sheathing bridging or each as plywood sheath ng(TC)and/or tlrywall(BC). PAUL �` o g goer. 3 9i Impact br tlg ng ar lateral bracing required where shown++ SEQ. : K134 5 912 4 No load should be applied to any component unti/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 Nan 5.Design assumes trusses are to be used in a non-corrosive environment, are and for"drycondition..of use. TRANS ID: LINK design loads beappledtoanycomponent 5.CompuTrus has no control over and assumes no responsibility for the 6.Dasgnassumesfullbeanngetelisupposeshown Shim or wedge If EXPIRES.: 1.2/31/2016 necefabrication,handling,shipment scary. pmentantliellnsationof7.Design assumes adequate donbodrainage isprovided. August 10,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E5R-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/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-301) 249 3-4=( -76) 51 TC LATERAL SUPPORT <= 12"0C. DON. LOADING 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" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 302V -90/ 224H 5.50" 0.98 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 4.3" -187/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -54/ 74V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 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/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 = 0.009" @ 1'- 8.3" Allowed = 0.283" MAX TC PANEL TL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.425" '' MAX BORIS. LL DEFL = -0.003" @ 5'- 10.9" MAX BORIS. TL DEFL = -0.003" @ 5'- 10.9" 10 12 Design conforms to mainindforce-resisting system and componentsand cladding criteria. 12.00 1-27 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 in the plane of the truss only. 0 o ,- N 0 M-3x4 J, l b l 1-00 3-05 2-06-11P.R PRO A-, FULL BEARING;Jts:2,5,3,4 I I N <<„,R,,, RFs •9782PE v' JOB NAME : 7-D POLYGON 7-D NH - BJ3 ��]] Scale: 0.4703 A,. / all WARNINGS: GENERAL NOTES, unless otherwise noted: /��^�©� 1 Builder and erection contractor should be advised of all General Notes I.This design k based only upon the parameters shown and Is for an Individual '� E A" parametersproper 4 Truss: BJ3 and Warnings before construction commences. building component Applicability of design Pa �j, (] �P 2 2x4 compression web bracing must be installed where shown.... mmryoregon of component s the responsibility of the building designer. n 4 N" 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced at 79. 4 R X \- �4 s the responsibility of the erector.Additional permanent Mating of 2 a c and at IS o c respectively unless braced throughout their length by - DATE: 8/10/2015 theoverall structure is the responsibility of building des continuous sheathing such as plywood sheathing(TC)and/or drywell(60) P.4 UL 'c spons y o g gner. 3.2t Impact bridging or lateral bracing required where shown+• �"1 SEQ.: K1345913 4.No load should be applied toany component until after all bracing and 4. taallnassuomeshusthheereio sibbe useaftaenon-corrosiveecontractor. environment, fasteners are complete and at no time should any loads greater than and are for dry condition"sof use TRANS ID: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if a CompuTrushasnocontroloverandassumesnoresponsibItiylorthe scary. EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.Ibis design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digbs indicate size of plate in inches. MiTek USA,In P./CompuTNs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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#1&BTR SPACED 24.0" O.C. 2-3=(-937) 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 BOG 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 0/ OH 1.50" 0.41 KDDF ( 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 hONl. 2: lesion checked for net(-5 nsf) uplift at 24 "oc soacikg. AND BOTTOM CHORD LIVE LO$DS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" q 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 = 0.079" �0 MAX TC PANEL LL DEFL = 0.007" @ 1'- 10.9" Allowed = 0.283" MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.9" Allowed = 0.167" MAX HORIZ. LL DEFL = -0.005" @ 7'- 9.3" MAX HORIZ. TL DEFL = -0.005" @ 7'- 4.3" 12 Design conforms to main windforce-resisting 12.00 1 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(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rn 3 o 1) M r� I i M-3x9 y 1-00 y 3-05 yl 4-06-11 l y ''�O\ e. NE. es �p_:.:,. PROVIDE FULL BEARING;Jts:2,6,3,4 44!S.,< ! 11 ciz :9782PE �t-- JOB NAME : 7-D POLYGON 7-D NH - BJ4 Scale: 0.3947 -® - WARNINGS: GENERAL NOTES, unless othessise noted: . ���- I.Builder and erection contractor should be advised all General Notes I.This design B based only upon the parameters shown and is for an Individual >' Truss: BJ4 Stand Warnings before construction commences buildNg component Applicability of design parameters and proper 2 2s4 compression web bracing must be Installed where shown+. Incorporation of component Is the responablH of Me building tleagner. �e) rio { 3 Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom the fon to be laterally braced at j + + / `+ `X is the responsibility of the erector.Additional permanent bracing of 7 o c and a110 o.c.respectively unless braced throughout their length by �+ _ �t "'�( DATE: 8/10/2015 the overall structure h the responsibility of building tleslcontinuous sheathing such as plywood sheathing(TC))and/or drywau(BC) "I ,S L sponse y o g gner. 3.2c Impact bridging or lateral bracing required where shown++ ry SEQ.: K1345914 4 No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes hisses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be appled to any component and are for dry contlbon"ofuss 5 Com Tms has no control over and assumes no res 8 Design assumes full bearing at all suppads snown.Shim or wedge if EXPIRES: 1.2/31/2016 W portability for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August.l 10,2015 6.This design is furnished subject to the limitations sat forth by 8.Mates shall be located on both faces of truss,and placed so their center TPIMRCA in BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompUTrus Software 7.6.6(1 L)-E /0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC Refer to CompuTrus rafter detail for complete specifications. LUMBER SPECIFICATIONS HIP CORNER RAFTER 4-09-10 FOR 3-5-0 SETBACK LOAD DURATION INCREASE = 1.15 Truss designed for 4x2 outlookers. 2x4 let-ins CHORDS: of the same r and grade asstructural top LOADING chord. Insuretight fit at each end of let-in. 2X4-2 DF #1&BTR 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 PROVIDE SUPPORT 12 8.49 177 M-5x8 M-3x6 1111014 M-3x6 -3x6 M-3x8 'M AT NON-STRUCTURAL MEMBERS. M-1.5X4 OR EQUAL N =1 O ,fi,s�o P R OE es 1-07-02 4-09-10 6-10 l y � 8978-`2'PE 1 13-02-12 --- . // s JOB NAME : 7—D POLYGON 7—D NH — BR Scale: 0.4868 -. OREGON h WARNINGS: GENERAL NOTES, unless otherwise noted. ,rj� f'i ,Y�� 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is tar anindividual elf 'Y n py r� Truss: BR and Warnings before construction commences building component Applicability of design parameters and proper F�'1 `T A ,'( 2 254 compression web bracing must be installed where shown.. incorporation of component Is the responslb Illy of the building designer, F//a. _ 3.Additional temporary bracing to Insure stablldy during construction 2 Design assumes the top and bottom chords to 6a laterally braced et 1 —A UL L 1' Is the responsibility of the erector.Additional permanent bracing of Tcon.c and at 1d c c respectively as plywood unless braced throughout their length by 1" • \ continuous sheathing such as plywood sheet whereC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.251mpact bridging or lateral bracing required shown** SEK1345915 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non corrosive environment, and are for"dry condition"of use. EXPIRES: 12/31/2016 design beds be apPliatl to any component. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Designassumasfullbeeringelallsuppo sshown.Shimorwedgeil August 10,2015 ssary fabrication,handling,shipment and installation of components. 7.Plates assumes adequate 4. laces of truss,and placed so their center TPIM/ICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sRe of plate In Inches. MiTek USA,In Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) 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 4WR/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 #1&BTR 2- 3=(-2523) 714 10-11-(-466) 1766 10- 4=( -68) 697 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2356) 744 11- 8-(-367) 1633 10- 5=(-362) 285 LL = 25 PSF Ground Snow (Pg) 4- 5-(-1622) 580 5-11=(-342) 275 TC LATERAL SUPPORT <= 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)- 64.0 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 24"OC SON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 966.7)+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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.046" @ 11'- 0.0" Allowed = 1.054" 7-11-11 6-00-10 7-11-11 MAX TL CREEP DEFL = -0.092" @ 11'- 0.0" Allowed = 1.406" '' f - MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 9-00 3-11-11 3-00-05 3-00-05 3-11-11 9-00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 597.30# 1;597.30# MAX HORIZ. LL DEFL - 0.018" @ 21'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" M-9x6 M-4x6 12.00 7 M-3x4 • N 12.00 Design conforms to main windforce-resisting 5 - system and components and cladding criteria. �D O4, Wind: 140 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 in the plane of the truss only. M-1.5x3 :4,-1.5x3 3 1,1 M M ,In t /,111 '"'''. 1111111111111. 11111M1.111..KON d., 10 11 o •'M-3x6 M-3x8 M-5x6(5) M-3x8 M-3x6 o J' 1 b ). 7-08-08 6-07 7-08-08 p' t�p op, c-- 10-00 y 12-00 y ;`(G"' {�R©,� s y b y y `� NG I IV E'ER /0 1-00 22-00 1-00 4t' 89782PE 17. ` JOB NAME : 7-D POLYGON 7-D NH - Cl /y�J Scale: 0.2557 ♦ / .[ WARNINGS: GENERAL NOTES, unless otherwise noted 41 .. I.Builder and erection contractor should beadvised ofall General Notes 1.This design sbased onlyupon the parametersshown and sfon anindividual • OREGON n Truss: Cl and Wamngs before construeon commences building component.Applicability of design parameters and proper If Q T- 2 2z4 compression web bracing must be installed where shown 4. Incoryoret on of component Is the responsibility of the building tlesigner. - lye �1. 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced a[ jI ) �f �v_ 's the responsibility of the erector.Additional permanent bracing of T o c and at 10'o c respecWely unless braced throughout their length by / _ ``� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) -1 �,1 DATE: 8/10/2015 the overall structure is the responsibility of the building dsigner. 3.20 Impact bridging or lateral bracing required where shown+. S EQ.: I'0134 5 916 4.No load should be applied to any component until after all bracing and 4.installation of buss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina nen-con4,5Na environment, TRANS ID• LINK design loads be applied to any component. and are for dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Dees sumsfullbesdngatallsupportsshown Shim orwadgeit EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. ry 7.Design adequate provided. 6.This design is furnished subject to the limitations set forth by 8.Plat sshalt be locatedon both faces o ttruss,and placed so their center August 10,2015 TPINJTCA In 8101,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-l988(MTek) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 80 2-12=(-163) 752 3-12=(-196) 181 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1049) 364 12-13-(-101) 658 12- 9=(-141) 383 WEBS: 2x9 KDDF STAND 3- 4-) -887) 397 13-10-)-191) 652 12- 6=(-172) 130 LOADING 4- 5=( 0) 0 6-13=(-172) 130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6-) -565) 338 8-13=(-142) 382 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8-) -565) 338 13- 9-(-196) 181 TOTAL LOAD = 42.0 PSF 7- 8-) 0) 0 8- 9=( -887) 397 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1049) 364 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-) 0) 80 BOTTOM CHORD CHECKED FOR A 20 PSF 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 BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) f 9-11-11 f2-00-10 ' 9-11-11 , 0'- 0.0" -241/ 1038V -220/ 220H 5.50" 1.66 KDDF ( 625) 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 4-00 3-10-04 2-01-07 1, 1j00-0�5 3-10-04 4-00 e e k •, 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' ' 1 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7 12 12 MAX LL DEFL = 0.019" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.035" @ 11'- 0.0" Allowed = 1.406" 12.00 177 N12.00 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed - 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed - 0.133" M-9X6 MAX HORIZ. LL DEFL = 0.007" @ 21'- 6.5" M-3x4 ' MAX HORIZ. TL DEFL = 0.012" @ 21'- 6.5" #. 4 Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 190 mph, h=29.2ft, 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 M-1.5x3 II/A\ M p II O N o 2 13 0 o M-3x4 M-3x8 M-5x6(5) M-3x8 M-3x4 0 1 1 Y 1 7-08-08 6-07 7-08-08 , � • ,O PRQ, s. 1 10-00 1 12-00 J. ,t G!1-N� ,t_ z 1 1 1 1 1-00 22-00 1-00 89782 PE �f JOB NAME : 7-D POLYGON 7-D NH - C2 / Scale: 0.2557 1. OREGON N- ` WARNINGS: GENERAL NOTES, unless otherwise noted: I.Builder and erection contractor should be advised of all General Notes i This design Is based only upon the parameters shown and s for an Individual � /� (11T Truss: C2 and Wamngs before construction commences bolding component Applicability of design parameters and proper V (�`� 2.2x4 compression web bracing must be Installed where shown t ncorporeCon of component Is the responsibility of the building tlasigner. 1( 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chord to be laterally bated at i U 1 9-.- is the responsibility of the erector.Additional permanent bracing of 2,o o and at 1a o o respectively unless braced throughout their length by i"' ~ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.Sr Impact bridging or lateral bracing required where shown+x SEQ. : K1345917 4.No load should be eppted to any eetopene,tt until cOat all breoing end 4.Installation of truss Is the responsibility ofthe respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment, EXPIRES: 12/31/2016 TRANS ID: LINK design mads be applied to any component. and are for dry condition of use. 6.Design assumes full beadng at all suppods shown.Shim or wedge if August 10,2015 5.CompuTrus has no control over and assumes no responsibility for the cecessary fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by E.Plates shag be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,InelCompuTfua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ES19-1988(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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 1- 2=( 80 2- 8=(-93) 892 3- 6=(-377) 349 WEBS: 2x4 KDDF STAND 2- 3=(-1099)4) 254 8- 9=(-52) 551 8- 4=(-249) 614 3- 4=( -987) 431 9- 6=(-93) 715 4- 9=(-299) 614 LOADING 4- 5=( -987) 431 9- 5=(-377) 349 TC LATERAL SUPPORT 6= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1099) 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 POE 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. 'QQGD. 2 D.,c u .....31L............-.........r.._a. a-a:)-+t..:-rrin.s.lk. x....,!g. / 11-00 11-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 I f r MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" / 5-07-10 5-04-06 5-09-06 5-07-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f f f ,( MAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.054" 12 MAX TL CREEP DEFL = -0.051" @ 7'- 5.1" Allowed = 1.406" M-4x6 12 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 12.00 12.00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 0 4. " 4 .0m62( MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5" .1q 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=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 //,1111jjjjJJ;l RF ':1 M-3x4 M-3x5(S) M-3x4 M-3x4 0 J. y y J. 7-05-01 7-01-13 7-05-01 J. y b • c .PROp--'�s10-00 12-00 �a �GIN E� zl li-oo 22-00 1-00 $9782PEr.' JOB NAME : 7-D POLYGON 7-D NH - C3 `/ Scale: 0.2279 . / WARNINGS: GENERAL NOTES, unless othervnse noted: Truss C31Builder and erection contractor should beadvised ofall General Notes 1.This design A based Only upon the peraeeters Shown and is loran individual -Y7 and Warnings before construction commences building component Applicability of design parameters and proper 4 77A. . •-OREGON- �. 2 2x4 compression web bracing must be installed where shown+. Incorporation of component is the responslb llry of the building tlestgner. 17,,,.:..- a�� 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '�/ s the responsibility of the erector.Additional permanent bracing of Toc and at 7tl oc respectively unless braced throughout Melr length by DAT E': 8/10/2015 the overall structure Is the responsibility f the building des continuous sheathing such as plywood shealhing(TC)and/or drywall(BC) �s v. -VI y o g gner. 3 2x Impact bridging or lateral bracing required where shown++ Aq (,� ----- SEQ.: K1345918 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. V 5.Design assumes trusses are to be used in anon-corrosive environment, • fasteners are complete and at no time should any loads greater than TRANS ID: LINK design loads be applied to any component. and arefor'drycona on-ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shows,shim or wedge if EXPIRES: 1 fabricaton handling shipment and installation of components. necessary. �,/r��/20.��v 8.This design is furnished subject to the limitations set forth by T.Designlaeshailassbeee sed°oneoth facesnage Is trussed. August 10,2015 �!J {- CJ e.Plates shell located on both laces of truss,and placed so their center IPIMITCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,IncJCompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate in inches. 70.For basic connector plate design values see ESR-7317,ESR-7988(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-738) 3566 10- 3=( 0) 202 2- 3=(-5448) 1170 10-11=(-738) 3564 3-11=) -176) 204 WE: 2x6 KDDF STAND; LOADING 3- 4=(-5194) 1226 11-12=(-706) 3548 11- 4=) -558) 2520 WEBS: 2x6 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4102) 1088 12-13=(-666) 3598 4-12-(-2030) 592 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-9109) 1088 13-19=(-930) 4728 12- 5=(-1479) 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) 1248 14- 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=( 0) 80 13- 7-(-1556) 434 7-19-) -530) 2578 OVERHANGS: 12.0" 12.0" • ADDL: BC CONC LL+DL= 2651.0 LBS @ 8'- 0.0" ADDL. BC CONC LL+DL= 2442.0 LBS @ 18'- 0.0" OCATIOG MAX VERT MAX HORZ SIG REQUIRED BAG 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/ 4328V -306/ 3060 5.50" 6.93 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -1276/ 5702V 0/ OH 5.50" 9.12 KDDF ( 625) nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9" oc n 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or 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 ' 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" @ 14'- 1.7" Allowed = 1.054" I 1' ' ' f MAX TL CREEP DEFL = -0.169" @ 19'- 1.7" Allowed - 1.406" MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" 1212 MAX TL CREEP DEFL = -0.001" @ 23'- 0.0" Allowed = 0.133" M-4x6 12.00 7 12.00 MAX HORIZ. LL DEFL = -0.015" @ 21'- 6.5" 4.0" MAX HORIZ. TL DEFL = 0.034" @ 21'- 6.5" 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: 190 mph, h=29.7ft, 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 for wind loads in the plane of the truss only. +-Laterally brace to roof diaphragm. M-3x4 M-3x6 +-2x4 brace required o M-5x10 M Al nnr/F.-MIN=ElliMMEIMPAI=M=01.111MMI.E.I'' MEI 014.4%,No p 10 11 12 13 19 8 o 1 M-5x10 M-1.5x3 M-6x8 0.25" M-3x5 M-3x8 I M7x8(5) cO PROpt + 1 � G � s + * 2992# y J• 2651# y .i• Y -Nj /��9..... 4-00 3-10-04 3-01-12 3-01-12 3-10-04 4-00 1 l b y •C - 89782PE 1-00 22-00 1-00 JOB NAME : 7-D POLYGON 7-D NH - C4 Scale: 0.1932 1 WARNINGS: GENERAL NOTES, unless otherwise noted: ' +-OREGON T- 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon Be parameters shown and Is br an Individual I,t ate- a� V <Z‘'- Truss: C4 and Warnings before construction commences building componentApplicability of design parameters and proper / l f} _\ - 2 2x4 compression web bracing must be installed where shown*. Design assn of component's the respondst b of the building designer. /� 'tel 3.Adtl t onal temporary bracing to Insure stability during construction 2 Osign assumes the lop and bottom chortle to be laterally braced al ` -AUL .A�L ��-. 2'o.c.and at 1 a o.c.respectsely unless braced throughout the r length by b the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure's the responsibility of the building designer. 3.9(Impact bridging or lateral bracing required where shown*e SEQ. : K 13 4 5 919 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. EXPIRES: 12/ 1f2016 design loads be applied to any component. and are for"dry full condition"of use. TRANS ID LINK 8.Deslgnassumes ullbeatlngatall supports shown.Shim orwedge it August 10,2015 S.CompuTrus has no control over and assumes no responsibilitybr the sssry. fabrication,handling,shipment and Installation&components. 7.Design assumes adequate drainage is provided. 6.This design is finished subject to the limitations set forth by 8.Plates shall be located on both faces of Truss,and placed ss their center TPIANCA In SCSI,espies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(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 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 2X4-2 DE #1&BTR TOP CHORD LL + DL = 32.0 PSF M-3x6(5) 1, 11-02-04 / PROVIDE SUPPORT M-5x8 44014 12 M-3x6 8.49 17 114* l b 4-02-03 M-3x6 M-3x6 M-3x8 m � P� ox- PR©Fe N.4Gi NE-E. '°may b y 1-07-02 11-03-12 c as 782PE 9t— JOB NAME : 7-D POLYGON 7-D NH - CR 17-01-01 , - Scale: 0.4082 - (+� WARNINGS: GENERAL NOTES, unless otherwise noted. 1' OREGON �h` 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 Warnings baroness construction commences building component.Applicability of desgn parameters end proper �/y - t9 �/ A *R"`Truss: CR and 2.2x4 compression web bracing must be installed where shown+ ncorporeton of component is the responsibilityof the building tlaslgner. _ T 3,Adtlit unal temporary bracing to Insure stability during construction 2.Design assumes the top and bottoms,chords toobe laterally braced at L o c and at 1 s the responsibility of the erector.Additional permanent bracing of T O o c respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 2 Impacts riga ngior such as plywood airedsheathing(TC)shown+drywall(BC). 3.2vImpactbor is thterelpracingreq ft he whereeshowo++ SEQ. : Ki3 4 5 92 0 4.No loadens should metete applied to any component until after all bracing and 4.Design as of truss is the responsibilityue of a respective contractor. tastenere are complete and at no time should any loads greater than S Design assumes trusses are robe non-corrosiveusedmaenvironment, TRANS ID: LINK tlesgnloads beapplied toany coSm en and arefor%trycondion.ofuse EXPIRES: 12/31/2016 5.CompuTrus hes no control over and assumes no responsibility far the 8.Design assumes full bearing at all supports shown.Shim or wedge if 'wry fabrication,handling, August 10,2015 shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4-(-1318) 338 9- 6=(-253) 1261 4- 9-(-111) 492 LOADING 4- 5-(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-(-1504) 335 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP kCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacyltg. 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. IL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. I 5-09-04 5-02-12 5-02-12 5-09-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, / 1 '1 , , ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 6.00 L M-9x6 Q 6.00 Truss designed forwind loads 4.0" in the plane of the truss only. 4 ,(-i( It M-1.5x3 M-1.5x3 3 5 rn M O vv 4(O m - .8 ItM ^9 r 7 d' I l 2 - BG 9 A I I M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 ), ), b y 7-06-03 6-11-11 7-06-03 • y 12-00 y 10-00 l ,�4•gf`G N 155'53/ 1-00* 22-00 1-00y -.-.0s0- ` �/ :9782PE tet"• ' JOB NAME : 7-D POLYGON 7-D NH - G1 • Scale: 0.2557 !r r� A' WARNINGS: GENERAL NOTES, unless otherwise noted: ` OREGON ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an Individual "p' . K, Truss: G1 and Warnings before construction commences building componentApplicability of design parameters and proper k" (�S)'.T' 2 204 compression web bracing must be Installed where shown+ incorporation of component is the responsibility of the building tleagnar. .�(a•I ff1 fiy A5 _,'-1-(<",-. 3 Add honal temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at ��.I y s the responsrb Ny of the erector.Additional permanent bracing of 7 o.c.and at 10'o c respectively unless braced throughout their length by j C)",-.." �1 K DATE: 8/10/2015 the overall structure Is the responsibility f the buildingtl 2x Impact sheathing such as acinplywg re sheathing(TC)here sand/or drywell(BC) ��J p spo y o eslgner. 3.2s Impact bddging or lateral bracing required where shown 4+ V SEQ. : K1345921 4.No bad should be applied to any component until after all bracing and 4.S Design llationoftruss etas are to responsibility i illiyyd tae respective ec nmctonment, fasteners are complete and at no time should any loads greater than assumes TRANS I D• LINK design loads be applied to any component and are foray conditionof use. rT'/�{/ c 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 8 DB seg assumes hilbeadngatall supportsshown Shim or wedge If EXPIRES_ 12/31/2016 ry fabrication,handling,shipment and installation ofcomponents. 7.Design assumes adequate is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedd onan both faces of buss,and placed so their center TPIM/rCA in SCSI,copies of which will be furnished upon request. tines coincide with joint center lines. 9.Digits indicate size of plata in Inches. MITek USA,Ino./CompuTms Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci*g. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #15BTR SPACED 29.0" O.C, system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft,Enclosed, Cat.L=6,0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall DIN. 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 lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 T T 1' 12 IIM-4x4 12 6.00 3 Q 6.00 lIIIIllllIlll M 2 p 4 M 0 M-3x5(5) O M-3x4 M-3x4 l y 1 12-00 10-00 l 1-00 b 22-00 �S� �NCa NE € /� a :9782PE t--- JOB NAME : 7—D POLYGON 7—D NH — GGE Scale: 0.3682 ® _ WARNINGS: GENERAL NOTES, unless otherwise noted CI 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 OREGN - Truss: GGE and Warnl - ngs before construction bolding componentApplicability of design parameters and proper Of3 2.7x4 compress on web bracing mus[be installed where shown+ incorporation of component Is the responab lily of the building designer. �j 3 Additional temporary bracing to insure stability during construction 7.Design assumes the top and bottom chords to be laterally braced at ] �/+� ' 1( ^� is the responsibility of the erector.Additional permanent bracing of T o c and at 1 O a c respectively unless braced throughout their length by ."1 t� continuous sheathing such as plywood sheet where and/or drywall(BC) PA UL �` DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.Di Impact bridging or lateral bracing required where shown++ SEQ. : K 13 4 5 9 2 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al 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 loads be applied to any componentand are for conditionof 5 CompuTrus has no control over and assumes no responsibility6 Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 1.2/31/201.6 pu far the mm.,. fabrication,handling,shipment and Installation of components. 7.Deign assumes adequate drainage is provided. August I 10,2015 5.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in 8081,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-9=(-35) 32 2-9=(-99) 81 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -7) 3 WEBS: 2x9 DF STAND; 2x4 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. BON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) ST 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/290, TL=L/180 MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.009" @ 2'- 9.0" Allowed = 0.159" MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" 3-00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" Design conforms to main indforce-resisting 12 system and components and cladding criteria. 4.00 Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 o _ I I m 5MELAN M-3x8 M-3x6 M-1.5x3 y b 3-00 y 1 4-00 �ti�,-a pR • Qp�s* 89782PE JOB NAME : 7-D POLYGON 7-D NH - El Scale: 0.6150 F/' WARNINGS: GENERAL NOTES, unless otharwse noted F2 OREGON N. Q \-. 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 1 G� v� L" Truss: El and Warnings before construction commences building component Applicability of design parameters and proper wI 2 2x4 compression web bracing must be installed where shown+ incorporation of components the responsibility of the building designer. � 3 AddtanaI temporary bracing to insure stability during constructor 2 Des gn assumes the lop and bottomcss tato be laterally braced at ..1 /lw 1"�5.,UL n\ is the responsibility of the erector.Additional permanent bracing of o c and at 10'o c respectively unless braced throughout Meir length by F continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). - - DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S E El3 4 5 9 2 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the raspedive contractor. 4 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, design tootle be applied to any component and are for dry condition"of use EXPIRES: 12/31/2016 TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsiblty for the 8.nesssary.mesfullbearing atallsupports shown.Shim orwedge if August 10,2015 fabrication,handling,shipment and installation of components. sary 7.Design assumes adequate drainage tev k provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIAMCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./COmpuTrus Software 7.6.6(1 L)-E 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 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BEG 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"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 111104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - -- - - - -- '- ='-- 4• REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10 PSF 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 = 0.279" 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 9.00 1 .- system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ir Truss designed for wind loads in the plane of the truss only. 4111. to ti 0 I f N o M O ` -/ o 4 3 . M-3x8 M-3x6 l 3-00 l • �Q`�0 P R pF�s l 4-00 l `c- ��j-IN Etc. "�C�.�} 'PROVIDE FULL BEARING;Jts:4,3,2 ' .- s7. ^E 7t-._. JOB NAME : 7-D POLYGON 7-D NH - E2 'u r. Scale: 0.9959 C(�+ • in WARNINGS: GENERAL NOTES, unless otherwise noted OREGON Q� - Truss: E2 Builder and erection contractor should be advised of all General Notes This designs based only upon the parameters shown and Is fora"Individual and Warnings before construction commences bolding component.Applicability of design parameters and proper ''1� '°1 y-A�` ' -- 2.2x4compresson web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. /_ T'7 T _ e* .-(‹i 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced at /1f- ^ � s the responsibility of the erector.Additional permanent bracing at 7 o e and at 10'o.c respectively unless braced throughout their length by - csheathing such plywood sheathodrywall(BC)DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required whereshown 4+ us ndrer S E Q. : 51345924 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosWe environment, TRANS ID: LINK desgnreadsbeappliedtoanycomponent and are for drymnditlon'efuse. EXPIRES: 12/31/2016 5.CompuTmshas nocontrol over and assumes noresponsibility for the S.Oesignassumesfullbearingatallsuppartsshown.Shimorwedgeit August 10,2015 shipment pone" necessary. fabrication,handling, pmeM and Installation ofcom components. 7.Design assumes adequate drainage Is provided. S.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIM/ICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lbws. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,E5R-1958(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 TO: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-18) 85 . TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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 POE 0'- 0.0" -50/ 287V -32/ 99H 5.50" 0.46 KDDF ( 625) rn ,- 1'- 10.9" -165/ 174V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 8'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacifig. 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 = 0.004" @ 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 windforce-resisting 12 system and components and cladding criteria. 12.00 7 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 -/ Truss designed for wind loads in the plane of the truss only. a 0 rillg 0 M-3x4 1 b * 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ���o PR- 44'x' .C?c� I4�I�4€. /0- .I978-2PE C JOB NAME : 7-D POLYGON 7-D NH - J1 .� Scale: 0.6125 ....1r, /. �6 - WARNINGS: GENERAL NOTES, unless otherwse noted ©f9 El�Ol� 4) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based any upon the parameters shown and is for an individual Cly Truss: Ji and Warnings before construction commences building component Applicability of design parameters and proper !- - 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. ' �` . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords braced to be laterally braced at ! a' s the responsibility of the erector.Additional permanent bracing of 7 o.c and at 10 o c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) -14 Lit I_� -'` DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown,+ �"1 V _ SEQ. : 5134 5 9 2 5 4.No load should be applied to any component until after all bracing and 4.Installation of turas Is the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be appled to any component and are for condition'.of use full b 5.CampuTrus has no control over and assumes no responsibility for the 6. es gassumes full bearing at at supports sheen.shim en cadge d E XP IRES: T2/34/2016 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 0,20 I 1 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/uVlCA in BCSI,copies of which wit be famished upon request. lines coincide with joint center lines. 9.Diggs indicate size al plate in inches. MiTek USA,int./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see 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 2-4=(0) 0 BC: 2x4 KDDF #1&BTR 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 BAG 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" -3/ 358V -61/ 161H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -198/ 161V 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 )COND. 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 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" MAX TC PANEL TL DEFL = -0.044" @ 2'- 2.3" Allowed - 0.503" MAX BC PANEL TL DEFL = -0.122" @ 4'- 1.4" Allowed - 0.472" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 12.00 77 1' 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 / r71 M-3x9 l l 1 1-00 [PROVIDE FULL BEARING;Jts:2,3,4 8-00 PR 0,Pe 44, 89782PE JOB NAME : 7-D POLYGON 7-D NH - J2 66// Scale: 0.5625 WARNINGS: GENERAL NOTES, unless otherwise notetl 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown end is for an individual d "7 ©AEGON f'+-• 1 Truss: J2and Wam ngs before construction commences building componentApplicability of design parameters and proper Zr 4/` 2.2x4 compression web bracing must be nsla lletl where shown+ incorporation of component Is the responsibility of the building designer. (fes} '� 1 ,QK. 3.Additional temporary bracing to nsure stability during construction 2.Design assumes the tap and bottom chows to be laterally braced et _1-} 1! s the responsibility of the erector.Additional permanent bracing of o and at 10'o c respectively unless braced throughout their length by _ os DATE: 8/10/2015 the overall structure is thereresponsibility of building continuoussheathinglaterlbach as ing required wheresg(TC)ownetlrywall(BC). -AUL sponai y o designer. 3 2x Impact bridging or lateral bracing requlretl shown++ L. _ SEQ.: K13 4 5 92 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bails greater than B.Design assumes trusses are to be used in a non-collusive environment, TRANS ID• LINK design loads be applied to any component. and eta tsr drycontliton of 5 CompuTmshas nocontrol over and assumes noresponsibilityfor the 6.De sign ssumesnullbeanngatallsuppsrtsshown Shim orwetlgeit EXPIRES: 12/31/2016 fabrication.handling.shipment end Installation of components. ry4 7.Design laesshallbassumes adequate drainage lsprovsed.n August 10,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in itches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-7988(MRek) 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 #1&BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 80 2-9=0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-149) 159 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/ 422V -90/ 224H 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 PSI LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 5-11-11 / 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" 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 = 0.299" @ 3'- 2.0" Allowed = 0.524" ° MAX BC PANEL TL DEFL = -0.229" @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" 12.00 12 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and componentsand 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. o ,.o M O f war- N FAAMINUMMEMMEMIUMMININMEN 0 M-3x4 1 k 1-00 1 8-00 l ��'SO P13or �3' 'PROVIDE FULL BEARING;Jts:2,3,9 I IN 0 4 :9782PE { JOB NAME : 7-D POLYGON 7-D NH - J3 _� ./ Scale: 0.9579 i WARNINGS: GENERAL NOTES, unless otherwise noted �y/c(+. 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and)f n individual ,..�1 OR EGO N P"'s Truss: J3 and Warnings before construction commences bulidng component Applicability of design parameters and proper '� � j' '19'. 7"- 2 2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility 0l the building designer. �ej C/ 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chorda to De laterally braced at 7.(''a� 4RY la the responsibility of the erector.Additional permanent bracing of 2 o c and al 10 a c respell very unless braced throughout their length by F 0.-0 DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 2x Impact sheathing sten l bplywoodc required where s and/or s tlrywall(BC). A�) t L 3.2x Impact Dndging or lateral bracing shown++ V SEQ. : 1(1345927 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK design loads be applied teeny componentand are for"dry condition"of use. 5 CompuTrus has no control over and assumes no responsibility for the 6 Des ign assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 2/31/201 6 fabrication,handling.shipment and installation of components. ry 5 1 G 7.Pltsgn be as thdrainage is truss,ed. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with(sins center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc/COmpuTrus Software 7.6.6(1 L)-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 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=(-178) 184 3-5=(-266) 256 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-267) 125 WEBS: 2x4 KDDF STAND 3-4=(-121) 85 LOADING TC LATERAL SUPPORT <= 12"00. 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 BOG 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/ OH 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacilig. BOTTOM CHORD CHECKED FOR 10PSF 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" 4 -/ MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" 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, (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 M-1.5x3 co O N r� -/ 1 M-3x4 M-1.5x3 y1-00 b 8-00 Ca- ‘AGAN$.• -. 'PROVIDE FULL BEARING;Jts:2,5,9 1'44 __ Y 89782PE JOB NAME : 7-D POLYGON 7-D NH - J4 _ `` .._ . Scale: 0.3686ing � WARNINGS: GENERAL NOTES, unless otherwise noted: E/•- 1�c 1 Builder and erection contractor should be advised of all General Notes 1.This design abased only upon the parameters shown and s for an individual OREGON N. Truss: J4 and Wamngs before constructon commences building component.Applicability of design parameters and proper 4 �4,//! g 2 2a4 compression web bracing must benstaII dwhere shown incorporation of component is the responsibility of the building designer. �J V f/ `�(+. 3 Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords M be y braced et ,7. " ',. .,<,eTM s the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o c respectively unless braced throughout their length by _ 1F DATE: 8/10/2015 the overall structure Is the responsibilityfthe bu ld n continuous sheathinginr such l as plywoodrequired here sho) wn and/or drywall(BC) �� 1 ` o g designer. 3.co Impact bridging or lateral bracing where shown++ L • S E K 13 4 5 9 2 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -- 4 as soars are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. design loads be applied to any component. antl are for'dry condition"of use. TRANS ID: LINK6 Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12/31/2016 5 CompuTrus has no control over and assumes no responslblllty for the necessary. 4 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 B.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 TPIMy/CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sea of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector Mate design values see ESR-1311,ESR-1988(MRek) 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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 80 2-6=(-147) 182 3-6-(-262) 212 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-347) 125 WEBS: 2x4 KDDF STAND 3-4=(-327) 127 LOADING 4-5=(-159) 0 TC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT G- 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 ,( ,r MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" 5 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 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" Design conforms to main windforce-resisting �( system and components and cladding criteria. f Wind: 140 mph, h=24.2ft, 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 7 Truss designed for wind loads in the plane of the truss only. c", I 0M-3x5 1 0 3 , rh0I Al/ ..4 O M-3x4 M-1.5x3 �,�a PR© € f.P b b b b �G c5' 1-00 8-00 1-11-11 �.%j CN4G1NE '0, F! .0. 'PROVIDE FULL BEARING;Jts:2,6,4 /89782PE r • JOB NAME : 7-D POLYGON 7-D NH - J5 G% Scale: 0.3249Ball f1 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1 Builder and erection contractor should be advised of all General Notes 1 This design s based only upon the parameters shown and is for an individual F OREGON 'S'. Truss: J5 and Wamngs before construction commences. building component.Applicability of design parameters and proper . rye- Q 2 2x4 compression web bracing must De installed where shown+ Incorporation of component s the responsib lily of the building deagner. 9 Lfi� 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 'f ^} 'A Y "+5 ' Is the responsibility of the erector.Additional permanent bracing of T a c and at 10 o c respectNey unless braced throughout their length by •.T �` DATE: 8/10/2015 the overall structures the responsibility the desl continuous sheathing such as plywood aired here s and/or tlrywall(BC) �/b' f 1 ofbuying goer. 3.2z Impact briding or lateral bracing required where shown++ �'1 4J U SEQ. : Ki3 4 5 9 2 9 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no Urns should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component and are for conditionor use. 5 CompuTmshas nocontrol over and assumes noresponsibility for the 6 Dasgnassumesfullbeanngatallsupportsshown,shimorwetlgeif EXPIRES: 12/31/2016 fabrication,hantllin shipment necessary. y g, pmentandielallatiionscomponents. 7.Design assumes adequate dbodrainage iofhueprovided. August 10,2015 e.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 TPIIW1CA in 8031,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digts Indicate size of plate in inches. MITek USA,Ina./CompuTnls Software 7.6.6(1 L)-E ta.For basic connector plate design values see ESR-1311,ESR-1960(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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-141) 172 3-6=(-248) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-399) 303 WEBS: 2x4 KDDF STAND 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. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 464V 1801 5.50" 0.74 KDOF ( 625) 7'- 9.5" -81/ 220V 5.50" 0.35 KDOF ( 625)LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -263/ 334V 1.50" 0.43 KDDF ( 625)REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -93/ 120V 1.50" 0.19 KDDF ( 625)BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-11-11ICOND. 2: Design checked (-5 ) uplift at 24 "oc spacing. VERTICAL DEFLEOIMITLL=L/240, TL=L/180 5MAX LL DEFL = 0@ - 0.0" Allowed = 0.100"MAX TL CREEP DEFL = 9441- 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 HORIZ. 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 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12.007 ' inTruss thedplaneed offor thewtrussoods nly. m 0 , M-3x5 3 y� ro 02111111 1 M-3x4 M-1.5x3 .,\<<...-• V QR.Op -• .- 1 y , l 5 NG1 N _ , !C� 1-00 8-00 3-11-11 , '' u9 . PROVIDE FULL BEARING;Jts:2,6,4,5 I ( 97 8 2 PE Fx,i. - JOB NAME : 7-D POLYGON 7-D NH - J6 / • Scale: 0.2679 WARNINGS: GENERAL NOTES, unless otherwise noted ZI 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual "7 OREGON ,,,,, Truss: J6 and WaminS before construction commences building component.Applicability of design parameters and proper '6 2 2x4 compression web bracing must sstalletl where shown 0. incorporation of component s the responsibility of the building dewgner. �{ 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at "�',^ ', s the responsibility of Me erector.Additional permanent bracing of 2 a c and at IC/ee o c respectively unless braced throughout their length by _,' DATE: 8/10/2015 the overall structures the responsibility of buildingdes continuoussheathinglaterallatebas plywoodc resheathhee s) drywall(BC) �� ��. spots y o goer. 3.2x Impact bridging or suchbracing required where shown and/or0 d0 LIL _` SEQ.: K134 5 9 3 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at ea time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for'dry condition`of use 5.CompuTrus has no control over and assumes no responsibility for the 8 D:slegs ssumesfullbeadngatallsupportssh�wn,Bhimorwedgeif 4 EXPIRE': 1'2/31/2016 necfabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 1 0,2015 8.Tho design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1D.For basic connector plate design values see EBR-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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6-(-148) 176 3-6-(-253) 213 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-328) 247 WEBS: 2x4 KDDF STAND 3-4=(-308) 256 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"0C. 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" -38/ 468V -167/ 402H 5.50" 0.75 KDDF ( 625) 7'- 9.5" -B1/ 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 11-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f T MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" 5 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 HOAR. 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, 12Truss designed for wind loads in the plane of the truss only. 12.00 707O I N0 M-3x5 '.73 ///) tLhl\L M 00M-1.5x3 tip° PR©F- y1-00 y 8-00 y 3-00 y ���- ANG LNE�c� � (PROVIDE FULL BEARING;Jts:2,6,4,5 _ 9782 P f,. JOB NAME : 7-D POLYGON 7-D NH - J7 y/�J Scale: 0.2991 / •[ WARNINGS: GENERAL NOTES, unless otherwise noted 19 1.Builder and erection contresor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an Individual A(,� -OREGON N Truss: J7 and Warnings before construction commences. building component Applicability of design parameters and proper � ,57,,,-- � f0 2 2z4 compression web bracing must beinstalled where shown+ incorporation of component is the responabilty of the building designer. lin T� t� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced al I r} +e7 \ w the responsibility of the erector.Additional permanent bracing of 7 o c and at 10 o.c.respectively unless braced throughout their length by - - DATE: 8/10/2015 the overall structure is the responsibility f the building tle continuous sheathing such l b acing re a i where)andlor drywall(60). pi{j f i_ Spon y o g signer. 3.Di Impact bridging or lateral bracing required where slwwn++ x'"'11 k.J S E K 13 4 5 9 31 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - - - • Q' fasteners are complete and at no time should any loads greater than 5.Design assumes Pusses are to be used In a non-corrosive environment, design bads be applied to any component. and are for'dry contlgion'of use. TRANS I D: LINK 5.CompsTros has no control over and assumes no responsibility for the fi.Design assumes Lull bearing stall supports shown.Shim or wedge If EXPIRES.: 12/31/2016 fabrication,handling,shipment and Installation of components. necessary. 7.Design laessallbesadequate oremageioprosseAugust 10,2015 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of buss,and placed so their center TPIAN/CA in BCSt,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits a size of plate in inches. MiTek USA,Ino./COmpuTNS Software 7.6.6(1 L)-E 10.For basicsic connector plate design values see ESR-1311,E5R-1988(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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-65) 115 6-5=( 0) 23 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-213) 0 5-7-(-84) 145 5-3=( 0) 71 WEBS: 2x9 KDDF STAND 3-9=( -23) 40 3-7=(-161) 93 LOADING TC LATERAL SUPPORT <= 12"O0. 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 HORS BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF 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" -148/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) 8'- 0.0" 0/ 116V 0/ OH 5.50" 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 29 "oc spool:11g. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" f ,r MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 9.2" Allowed = 0.170" 4 -1 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 = 0.250" 12.00 7 01 MAX HORIZ. LL DEFL = 0.011" @ 7'- 7.6" M-4x6 MAX HORIZ. TL DEFL = 0.019" @ 7'- 7.6" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=4.2,80DL=6.0, ASCE 7-10, �� o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads min the plane of the truss only. Nimmommmummommommomommmigil _,o r M-1.5x3 N r o Io o �� 3x9 M-3x4 M-3x5 l 1 y 2-09-04 5-02-12 1 .1 y y 1-00 2-11 8-00 5-01 _ j']© (PROVIDE FULL BEARING:Jts:2,4,7 / 4GJ �� .O P _ . 6,, ,22 :9782PE v� JOB NAME : 7-D POLYGON 7-D NH - J8 ..,,,,, .i Scale: 0.5500 ,.®/ a WARNINGS: GENERAL NOTES, unless otherwise noted: (I.. / /� 7 Builder and erection oontractorshould beadvised ofall General Notes 1.This design Is based only upon the parameters shown and is for an individual "ff OREGON ,', Truss: J8 and Warnings before construction commences building component.Applicability of design parameters and paromeproper 2 2c4 compression web bracing must be Installed where shown 4. incorporation of component is the responsiNlry of the building designer. ,�} v 3 Additional temporary bracing to nears stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at �F G� T 1 4� 's the responsibility of the erector.Addtlonal permanent bracing of 7 o c and at 10 o c respectively unless braced throughout their length by i;-.. �( DATE: 8/10/2015 the overall structures the responsibility of the building desgner continuoussheathing suchasb ting requirede red ng(neeTC)antl/or drywall(BC) A .� ` 3.2a Impact bridging or lateral bracing where shown+a• J7.1 SEQ. : K 13 4 5 9 3 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no rime should any mads greater Man 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry conditionof use. 5.EOepulrus has no mntml ouenendassueeo no reSponsilality Ion the 8 Deslgnassumeslullbodingstallsupportsshown.shimorwedgeIt EXPIRES: 1.2/311201.6 fabrication,handling,shipment necessary g, pmeMantl'nstallalonot7.Design assumes aderainageisprovided. August 10,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be locateddonon both faces of truss,and placed so the center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of MiTek USA,Inc./CompuTrus Software 7.6.60 L)-E 10.For basic connector plate In inches. to design values see ESR-1311,ESR-1988(MiTek) 1111. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) BO 2-6=(-122) 184 6-5=1 0) 23 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-289) 43 5-7=(-157) 239 5-3=( 0) 71 WEBS: 2x9 KDDF STAND 3-4=( -87) 73 3-7=(-259) 179 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. 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/ 935V -90/ 229H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -136/ 125V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" -13/ 155V 0/ OH 5.50" 0.25 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 1I PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, 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" .IAMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -1 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" 0 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 indforce-resisting 12.00 7' system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ro Truss designed for wind loads M-9x6 coi in the plane of the truss only. cs 0 ki in F T M-1.5x3 o /- Mb3x4 0 M-3x4 M-3x5 1 1 ..1- 2-09-04 2-09-04 5-02-12 ,v PR©p. , 1-00 1 2-11 1 5-01 1sGIN E "gyp : -.. 8-00 'PROVIDE FULL BEARING;Jts:2,4,7I Q 89782 PE T /' - JOB NAME : 7-D POLYGON 7-D NH - J9 , ,,- -' Scale: 0.9378 17 OREGON�'1 N. WARNINGS: GENERAL NOTES, unless otherwise noted: � Y, 1.Builder and cradles contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual g i/[�'.'' Truss: J9 and Warnings before construction commences building component.Applicability of design parameters and proper 145 ��'y App • 2 2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. The' , 3.Additional Temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 1 T U.L is the responsibility of the erector.Additional permanent bracing of 2'sc.and at 10'os.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure is the responsibility f the building designer. continuousxImsheathing or sten l bs plywoodcinrequired in ere shown and/or bracing ++ SE K1345933 4.Na load should be applied to any component until after all bating and 4.Installation of truss Is the responsibility of the respective contractor. 4" fasteners are complete and a no time should any loads greater than 5 Design assumes trusses are to be used in a nen corrosive environment, {/[� p 12/31/2016�] {{ c design loads be applied to any component. and are for"dry condition..of use. E XP I R EB: 1 2/31/2016 TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing al all supports shown.Shim or wedge if August 10,20155 necessary. fabrication,handling,shipment and installation of components 7.Passumes adequate oth Noe is truss, retl. fi.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of tussand placed so their center TPINJTCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate s¢e 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,E05-19815(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 #1&BTR SPACED 24.0" O.C. 2-3=(-354) 75 5-7=(-277) 344 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3-4=(-158) 118 3-7=(-380) 306 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 BAG 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. a BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -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" T 1' MAX LL DEFL = 0.020" @ 2'- 9.2" Allowed = 0.354" e' MAX TL CREEP DEFL = -0.023" @ 2'- 9.2" Allowed = 0.472" �� MAX HORIZ. LL DEFL = -0.031" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" Design conforms to mainwindforce-resisting system and componentsandcladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, Truss designed for wind loads 12.00 n the plane of the truss only. 0 I rn 0 r M-4x6 00400001200 :41.40:0000000000000 AINIMMINNIM.- , o i Al oI 7► I 0 I h • r- M-1.5x3 M 63x9 u o M-3x9 M-3x5 Y y l ,'("' P f'i 4:4%1 2-09-04 5-02-12 y y y y r,c`t,ta G1 NEAR /0 1-00 y 2-11 5-01 y +'fj 8-00 IPROVTDF FUT,T RFARTNG•,Tta•2.7 4 I � _ 97&2PE c' JOB NAME : 7-D POLYGON 7-D NH - J10 Scale: 0.3561 '®/ OREGON <(j WARNINGS: GENERAL NOTES, unlessotheraise noted fY �„"` �"'' 1 Builder and erection contractor should beadvised ofall General Notes 1.This design is based only upon teparameters shown and sfor anindividual 1. 1- • ` Truss: J10 and Wam rigs before construction commences building componentApplicability of design parameters and proper 1",4). _ / i V 2.2a4 compression web bracing must be Installed where shown« Incorporation of component is the responsibility of the building tleslgner. F ;� 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at it. Q�. B the responsibility of the erector.Additional permanent bracing ng of 7 o.c.and at 10 we respectively unless braced throughout their length by 4 lit 1 F DATE: 8/10/2015 the overall structure i the responsibility f the buildingdesigner. Impacts sheathing later l as acwg redsheathing(TG)uiredaneshown sr drywall(BC). epons y o g 3.m Impact bridging or lateral bracing required where shown«« SEQ. : Ki3 4 5 9 3 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 3 Design assumes wawa are to be used In anon-corrosive environment, TRANS ID: LINK deagnloadsbeappledtoanycomponentand are ror'dry commmn'arase EXPIRES: 12/31/2016 5.Campulncontrols has no over and assumes no responsibility for the fi Dee ign assumes full beadng at all supports shown.Shim or wedge It fabrication,handling,shipment and installation of components. ry August 10,2015 ].Design eaumeloaded adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates otruss,be located on both laces of truss,antl placed so their center TPIANI'CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./COmpaTnus Software 7.6.6(1L)-E to.For basic connector plate deegn values see ESR-7311,ESR-1988(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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-7=(-208) 270 7-6=( 0) 23 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-359) 75 6-8=(-267) 394 6-3=( 0) 71 WEBS: 2x4 KDDF STAND 3-4=(-199) 118 3-8=(-380) 295 LOADING 4-5=( -43) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 6.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -99/ 473V -126/ 3228 5.50" 0.76 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 29 "oc spacing. [ 8-06-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -j MAX LL DEFL - 0.019" @ 2'- 9.2" Allowed - 0.359" MAX TL CREEP DEFL - -0.023" @ 2'- 9.2" Allowed = 0.472" 9 MAX LL DEFL = -0.000" @ 8'- 6.5" Allowed = 0.054" 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 17 system and components and cladding criteria. at Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, p (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. M-4x6 3 i , tA ILD 8...9Tto-• I- M-1.5x3 l0 1 'M-3x9 M23x4 0 M-3x5 1 1 1 2-09-04 5-02-12 11-001 2-11 J. 5-07-08 1 °? L �d PR QPs.. 1 8-00 0 06-08 '''''Co < �I.N� ^ �q [PROVIDE FULL BEARING:Jts:2,8,4 [ �.! 4' 8.7&2PE • JOB NAME : 7-D POLYGON 7-D NH - J11 • Scale: 0.3096 "�! 11, WARNINGS: GENERAL NOTES, unless otherwise noted: Ei n /+. 4 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 17 OREGON Qh- Truss: J11 and Warnings before construction commences building component Applicability of design parameters and proper / (t 2 2x4 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the building designer. -.E!//��,i tfi ` Y'" 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at I jy� Y s the responsibility of the erector.Additional permanent bracing of 2 a.c.and at 1 O a c respectively unless braced throughout their length by Fi 1 -.. 0;0K DATE: 8/10/2015 Sre overall structure Is thereresponsibility of build deo oominuctous shging or laterlbch as alyw9e required anal arywau(Bc) AA1 UL sports y o building goer. 3.2x Impact bridging or lateral bracing requlretl where shown++ x''11 kJ S E K 13 4 5 9 3 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non corrosive environment, TRANS ID: LINK design loads be applied to any component and are for"dry condition"of use. 5.CompuTrushas n"control over and assumes noresponsbilty for the a Design ssumesfullbeanngatallsupportsshown shim or wedge if EXPIRES: 12/21/2016 fabrication,handling,shipment and installation of components. ry 7.Design sshallbassumes caedon drainage is trused.s, August10,2015 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 TPINJTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuTnus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ERR-1966(Mack) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -34/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci,g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" I MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. 1-77 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. /i. c c0 M ful 1 l b b 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,9,3 �C ,�D P R putt 89782PE ' JOB NAME : 7-D POLYGON 7-D NH - SJ1 �_ to► Scale: 0.6555i WARNINGS: GENERAL NOTES, unless otherwise notetl 1.Bull der and erectisn contractor aBsurd be advised of all General Notes 1.lEnIN design Is based only upon the parameters shown and Is loran Irdividue: '7 OREGON ^Truss: S J1 and Warnings before construction commences building componentApplicability of design parameters and proper 1. j. • Q. 2 2x4 compression web bracing must be installed where shown+ Incorporation of component Is the responsibility of the building designer. .�j �/ {, `'q.' 3 Additional temporary bracing to nsure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced et l "� 5 = is the responsibility of the erecicr.Additional permanent bracing a( 7 o c and at 10 o c respectivety unless braced throughout their length by i_ h e K _ DATE: 8/10/2015 me overall structure Is the responsibilityr me bu Itl des continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC) '-'4 U L o ng gnat 3.2a Impact bridging or lateral bracing required where shown SEQ. : K 13 4 5 9 3 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon-corroaNa environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8. comas full be erng atell supports shown.Shim orwedga If EXPIRES: 12/31/2016 necefabrication,handling,shipment ponen awry smentaothelimitaitioofcom is. 7.Pltessassumes adequate othfaesoprovided.n August10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide wth joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4-(0) 0 BC: 2x9 DUDE #1&BTR SPACED 29.0" O.C. 2-3=(-109) 94 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" -31/ 322V -61/ 1618 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 'GOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacizig. 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" 3 -1 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed - 0.059" 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 7 i' 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. M � Lr, 0030 4 0322E4M-3x9 l l b l 1-00 2-00 1-11-11 ROVIDE FULL BEARING;Jts:2,4,3 P R Qhs' et- JOB NAME : 7-D POLYGON 7-D NH - SJ2 , Scale: 0.6043 WARNINGS: GENERAL NOTES, unless otheroolse noted: c.� OREGON 1.Builder and erection contrador should be advised or all General Notes 1.This design is based only upon the parameters shown and is Br an individual - N. Truss: SJ2 and Warnings before construction commences building componentApplicability of design parameters and proper / C}V 2 2z4compressionwebbratngmustbe nstalledwhereshown+ incorporation of component isthe responsibility olihebuilding designer. 17,9 f 6A447`:- 1 V 3 Additional temporary bracing to insure stabllty during construction 2 Design assumes the lop and bottom asschobraced to be laterally braced at J,aa�.'ll Y it s the responsibility of the erector.Additional permanent bracing of r o c.and at 10'o c.respectively unless braced throughout their length by -F• - ^\ DATE: 8/10/2015 the overall structure is the responsibility f the building des continuous sheathing such l b acinplywg re iced here s and/or tlrywall(BC) _ �]LI L 1LS- spo y o g igner. 3.2z Impact bridging or lateral bracing required where shown++ SEQ. : K1345937 4.No bad should be applied to any component until after all bracing and 4.Installation of truss S the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corroslve environment, TRANS ID• LINK design loads be applied to any component and are for dry conditionof nc 5 CompuTrus has no control over and assumes no responsibility for the 6 Desgnassumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. { EXPIRES:f'�C fG fabrication,handling,shipment and installation of components. 7.Design assumes adequate onborainage is Buss,provided. August 10,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center TPINVTCA In BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,In C./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1317,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IHC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF P1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 80 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-167) 136 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -24/ 308V -90/ 224H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -90/ 171V 0/ OH 5.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -128/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) 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/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 BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" 3 MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" `!0 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 12.00 F77 (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. a 0 M O f N 0 M-3x4 1 JO 1 l b 1-00 2-00 3-11-11 j 'PROVIDE FULL BEARING;Jts:2,4,3 J �r � f^'I_" ('J! 44/ . 89 C7'2 lam. JOB NAME : 7-D POLYGON 7-D NH - SJ3 Scale: 0.9703 '']E4:7(�©IV�+' WARNINGS: GENERAL NOTES, unless otherwise noted: �/ 1 Builder and erection contractor should be advised of all General Notes 1 ©l9 Thdesign A based only upon the parameters shown and Is for an Individual "7 1�"s Truss: SJ3 and Warnings before construction commences building component Applicability of design parameters and proper !! n� Y 2 2x4 compression web bracing must be Installed where shown+, incorporation of component la the responsibility of the building tleslgner. .a?A CArt}a� vt 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at J�---41 f"'a w} s the responsibility of the erector.Additional permanent bracing of Z o c and at 1 a o c respectively unless braced throughout their length by - �` is the responsibility of the ter n continuous sheathing such as plywood required Ing(TC)and/or drywall(BC). /� t • DATE: 8/10/2015 the overall structure building designer. 3.2x Impact bridgingor lateral bracingre uired where shown++ A UL ':.1._:. p 9 - SEQ.: K1345938 4.Noload should arecoe applletetltoanycomponent ouldcryload greaterll bracing and 4.Installationsuf mmwssseesareetobebulfty of sedInaron-corrroosiveeerespective nuronment, fasteners are complete and at no time should any loads than Design assumes TRANS ID• LINK desgn loads be appled to any component and are for dry contlNon'o(use. 5.CompuTrus has no control over and assumes noresponsitilityfor the 6.DeEXPIRES: EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. ry. 7.Plat sshallesctledaoneoramagehpresNa. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be famished upon request. lines coincide with Joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-1958(MiTek) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 95 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORS 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" -27/ 128V -53/ 114H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 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 PSF Ground Snow (Pg) ,OND. 2: De i.. a- .ed for net -5 .sf oc s - 'ft at 24 " ' g. 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 = 0.054" BOTTOM CHORD CHECKED FOR 10PSF 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 12.00 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. (55 /- /- /- 0 3 1111..-- � 'i 1 M-3x4 1 1 b 2-00 1-i1-11 j� 'PROVIDE FULL BEARING;Jts:1,3,2 I ,R0 r R OPE •cvC C,I.IVE�cR 8.782PE / JOB NAME : 7-D POLYGON 7-D NH - SJ4 / � ,A Scale: 0.5892 WARNINGS: GENERAL NOTES, unless otherwise noted: Ce OREGON ^ 1 Balder 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 N. - Truss: SJ4 and Warnings before construction commences build ng componente Applicability of design parameters and proper 2 2x4 compression web bracng must be nstalled whore shown ncorporel on of component is the responsibility of the building designer. AJ �rr 3 Additional temporary bracing to nsure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at 7 i,1 s the responsibility of the erector.Additional permanent bracing of oc and al to os respectively unless braced throughout their length by `P _. �`��\f DATE: 8/10/2015 the overall structures thereb of build desl compactsshgg or laterch asacing required where sand/or drywall(BC) responsibility o ng goer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K134 5 93 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any componentand are for dry condition.of use • 5.CompuTrus has no control over and assumes no responsibility for the e.Desgnassumes(ullbearingatellsupportsshown.Ehimorwetlgeit EXPIRES.: 1.2/31/2016 fabrication,handling,shipment ssary. smaecaotl ellaiWaionofcomprheyts. 7.Design laessassumes adequate drainage eso truss, August 1°,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both(aces of trues,and placed so their center TPINATCA In BC SI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E la 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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 136 1-3=(0) 0 BC: 2x9 KDDF #1bBTR SPACED 24.0" D.C. 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/ 194V 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) k'OND 2: Des' checked for n t(-5 osfl uplift at 29 "00 soaci g. 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 = 0.006" @ 1'- 0.1" Allowed = 0.059" BOTTOM CHORD CHECKED FOR lOPSF 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" Design conforms to main windforce-resisting 12 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 Truss designed for wind loads 12.00 7" in the plane of the truss only. 0 ,.o M o N 1 1 OF-:::"Ni3► o M-3x4 y 2-00 PROVIDE FULL BEAI2ING]Jt 11,3,2 y !'G NE �cy� -. 17 89782PE JOB NAME : 7-D POLYGON 7-D NH - SJ5 Scale: 0.4431 '' ... ... WARNINGS: GENERAL NOTES, unlessothenvise noted OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for anindividual ^A- R G es.. Truss: SJ5 and Wamings befonessteuclon commences building componentApplicability of design parameters and proper F`V t1-' A[ 2 2x4 compression web bracing must be Instated where shown* incorporation of component Is the responsibility of the building tleslgner. VVn `, Ur 6�F 3 Addi50551 temporary bracing to nears stabil ty during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 "I R T' .0 kr` s the res b f the erector.Additional t brat n f 7 o.c and at 10 o c respectively unless braced throughout their length by R pons Ry opermanent g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA 1 I 1 ` DATE: 8/10/2015 the overall structure s the responsibility of the building designer. 3.2x Impact bndg ng or lateral bracing required where shown«+ r�''11 k,J 1�- SEQ.: K134 5 9 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and Design assumesare for"dry fullbecondition"of at supports wedge i 5.CompuTrushasnocontrol over and assumes noresponsibility for the 6 nece full bearing lallsu ds shown.Shim or wed f EXPIRES: 1.2/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August{ 1 0,2015 6.This design Is furnished subject to the limltatbns set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 98 3-5=(-186) 142 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-77) 64 WEBS: 2x9 KDDF STAND 3-9=(-10) 4 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 382V -23/ 740 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) M-1.5x9 or equal at non-structural vertical members (ton(. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci11g. 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" 5-04-04 0-05-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" f . , MAX HORIZ. TL DEFL = 0.000" @ 5'- 9.3" 12 Design conforms to main windforce-resisting 4.00 p system and components and cladding criteria. Wind: 140 mph, h=20.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, M-1.5x3 Truss designed for wind loads 9 in the plane of the truss only. l , ii 0 m oI Et ,r., ri I,„,„„ l � m M _,.. 0 M-3x4 M-1.5x3 1 1 1 5-04-04 0-05-12 1 1 1 1-00 5-10 _ •<� t,O Op s t 0N3INE-�' 6 cc •8.782 PE �T.- JOB NAME : 7-D POLYGON 7-D NH - Z1 / / i • • . Scale: 0.5855 WARNINGS: GENERAL NOTES, unless otherwise noted, i 6. OREGON 1 Builder and erectron contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for anindividual "i7 hN Truss: Z1 and Wam ngs before construdlon commences. building componentApplicability of des parameters and f3 Inco 1 t tis the res design paracme proper 2 2z4 compression web bracing shown+ rpare ono component responsibility (the building designed �j 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at F - 4 �f ^� '` T.-- incorporation s the responsibility or the erector.Additional permanent bracing of 2 o c and at tS o c respectively unless braced throughout their length by Jr' __ �( DATE: B/10/2015 the overall structure s Sre responsibility of the building desgner continuoussheathingor later lbas acing re aired sheathing(TC) tlrywall(BC). �� 3 In Impact bridging or lateral bracing required where shown++ SEQ.: K 13 4 5 9 41 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility or the respective contractor. fasteners ere complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry conditionor use. 5.CompuTrus has no control over and assumes no responsibility for the 8 Design assumes full bear ng at all supports shown Shim or wedge if. EXP IRE S: 12/31/2016 fabrication,handling,shipment necessary } suSan5thel:llationo( 7.Design assumes adequate nbethnageIsprovied. August 10,2015 E This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines colnside with joint center lines. E Digits indicate size of plate in inches. MITek LISA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7371,ESR-1988(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 #1&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5-(-184) 137 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x4 KDDF STAND 3-4=( O) 0 LOADING TC LATERAL SUPPORT <= 12"OC. CON. 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" -75/ 383V -23/ 72H 5.50" 0.61 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 10.0" -28/ 243V 0/ OH 5.50" 0.39 KDDF ( 625)2 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 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 = 0.053" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.066" @ 2'- 10.6" Allowed = 0.463" 12 4.00 L7, MAX HOAIZ. LL DEFL - 0.000" @ 5'- 4.3" 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: 190 mph, h=20,lft, 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. 0 M O N Lo II 1 M M-3x4 M-1.5x3 b Y 1 1-00 5-10 � ,0 PR ppts�S' <:3 tco NGI:N�c4) ,/per `t' =9782PE -s,�` JOB NAME : 7-D POLYGON 7-D NH - Z2 .40...00" Scale: 0.7105 ...mop WARNINGS: GENERAL NOTES, unless otherwise noted: F/` ©R-1:1©- 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 indvdual S 17 Truss: Z2 and Warnings before construct on commences building component Applicability of design parameters and proper 4t ('y - �' 2.2x4 compression web bracing must be'nsia lied where shown+ incorporaton of components the responsibility of the building designer. - 1.$ { Y 3 Additional temporary bracing to more stability during construction 2,Design assumes the top and bottom chords to be laterally braced at 19# AIRY .$ - is the responsibility of the araefor.Additional permanent bracing of 2oc.and ail?oc.Bush as unless braced throughout their length by ..if A'` DATE: 8/10/2015 the overall structures the responsibility of the building desTxIps continuous sheathinginr sten l b acing red uired here s)and/or drywall(BC) �.A J f spans y g goer. 3.2x Impact bridging or lateral bracing required where shown+• V SEQ. : K 13 4 5 9 4 2 4.No load should be applied to any component until after all bracing end 4.IDnstsallation of Voss Iss the e prespo sibile usytyof d n athe respective eive nnvctonment, fasteners are complete and at no time should any mads greater than and g e to.dryes sses to use TRANS ID: LINK design loads be applied to any component. B.Desi cfull beetln at supports shown.Shim or wedge 5.CompuTrushas nocontrol over and assumes noresponsibility for the Design assumes ga pp g EXPIRES: 12/31/2016 Y. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 6 This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be fumlehed upon request. lines coincide with joint center lines. 9 Digits indicate she of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ES14-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 1/4Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury rE� Dimensions are in ft-in-sixteenths. il� 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. Q-1/162. Truss bracing must be designed by an engineer.For langlIESS wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I _ IlL111111 p bracing should be considered. F ipO 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. Provide copies of truss to the his ign For 4 x 2 orientation,locate ~ 7- 6-7 cs-e 0 4 designer,errecti ntsupervisorr,,sproperty ownering and plates 0 'n6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 1...".-• 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® S number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �IIIII,, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19. aince ri s sufficient.all portions of this design(front,back,words Plate Connected Wood Truss Construction. and not pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, r 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M j']' �M/k8' ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 i