Loading...
Plans (151) (Th llll mile t \7>-} `- \,L.3 cel L k -- MiTek® MiTek USA, Inc. 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly 2,, avid Baxter, P.E., S.E. 60.0e., 50 Sr. Structural Engineer ��CQ, PRQF4-s MiTek USA 5 �NAGINEFR s io1-9 DB c :9200PE r .sgille--Ae:g sr • -yL 4,OREGON„\b, At/ <O�?Y 14, 20 12/06/2017 RRILL 16 EXPIRES: 12-31-2019 mit MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-265 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45125315 thru R45125324 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <0 PROP 06, mac; �NGINEF �O 89782PE r' S OREGON 4° 1) 'qRY 15 �$' PAUL ' . 1P/' • August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON 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:DFkzr9�p73ttCrPAGZnVberKOtyJvgB-SgKRVHzjyCjvWU vNlwXpzzUcgKga2?hcKgRZfygl3Cv !1 1 1-0-0 I f 1 1 1-2-0 I I4 Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e 0 0 o e u o 0_/_,\._ i ,I.A1/.--N.-/-11\-/-1111N44101`—1_ r\ . i iii",.NI, o 9 ery e / ee r 2..& 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 11 3x5= 3x5= 3x5= I 7-0-14 17-7-14 18-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 18:0-1-8.Edael.119:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection-of sueh connection-•- •-- - •_ •••_.•.• • • • 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). X50 LOAD CASE(S) Standard GINE PROFFS 1ST 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �\5 N F,g 0, Uniform Loads(plf) � $ ]$2PE Vert:16-24=-8,1-15=-80 Concentrated Loads(Ib) vert:2=-674(F) 9 OREGON oma`"Q, ',7 ��4R'YA52 .� Sit pA UL RAJ EXPIRES: 12/31/2016 August 7,2015 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. MN Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DS13-89 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 (:iters Hei3hts rA Q5Ain 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 Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 14:27:33 2015 Page 1 ID:D Fkz9p3tCrPAGZnVberKOtyJvgB-w0ugjd_Lj Wrm7eZ6wTRm MBVbaEe9JTSgq_P_55ygBCu 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 34x4= 4 5 6 7 8 i • 0 e o \p o \ • N O O a b O `� 1 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= I 1-1-12 11-8-12 12-3-12 1 13-8-4 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)— 12:0-1-8.Edgej.[3:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 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 OF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. "<<" re,Ep P R Ores, ��\� �N aINEF,4 /0 k 89782PE r' ,„,.. ./ j M Y/L OREGON 95),,<2;Z- -719 -V19 �AFiyi524, k PAUL rt• E IBES:12/31/2016 August 7,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. " Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPll Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heigh•n,CA 4561n Job Truss Truss Type Qty Ply POLYGON R45125317 PL15-265_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zUgzdln8lUAy?u02rpd4w2yP_3e9YdYygBCt I 2-6-0 I 5 1 1-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 m m m, m i ,,- 1.1111.°11111.1.111111111111111111111.11111111111111111 111111o 0 0 o a a 14 13 12 11 10 304= 3x6 =1.5x3 I I 1.5x3 II 3x6 = 3x4= I 5-10-2 1 6-5-2 1 7-0-2 13-1-8 I 5-10-2 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) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) 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. v,Ep� .PROFFs I �NGI NEFR s�o29 • kc 89782PE r ma -v OREGON cx- Q� ti "9 gRYtisJl( E9PaUL C 'EXPIRES: 12/31/2016 August 7,2015 4 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. '^ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt 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 cane Haigbte CA 9661n Job Truss 'Truss Type Qty Ply POLYGON R45125318 PL15-265_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zugzdIn8lUAy?u02red2b2xS_3e9YdYygBCt I 2-6-0I I 1-8-6 11 1-2-0 1 1 0-8-14 I Scale=1:25.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 e e Y m 4 1..._ \ — N o o- 17 1 A4. 13 12 11 10 �� 3x4= 3x6= 1.5x3 I I 1.5x3 II 3x6= 3x4= I 7-0-14 17-7-1418-2-14 1 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.YI— [4:0-1-8.Edge].[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 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 lncr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. P \„,qNG N F19`9/O ,s 2 :89782PE ' OREGON 24° 11,9 gRYA5,_ki, RAUL R� 'EXPIRES:112/31/2016 August 7,2015 II i mil A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. -- . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 r.itnre Hei5hte(TA 8661n 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 MiTek Industries,Inc.Fri Aug 07 14:27:35 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-sP0a7J?bF75UNxiU2uTERcbOn1PJnRM711u59 ygBCs I 2-0-10 1 1 1-2-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 fi 0 N �r� e- a 1 10 9 8 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= I 2-3-10 1 2-10-10 I 3-5-10 I 9-7-0 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edael.13:0-1-8,Edae] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. 1 X00 PRore S ��co oto N4-• Si02 4� 89782PE r' i►• e `y,L •FEGON2)'� 9 6gRY15 c ' 9•I MAUL Rk\ EXPIRES:'12/31/2016 August 7,2015 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. • Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 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/Till Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 (Stem Heights(:A again Job Truss Truss Type Qty Ply POLYGON R45125320 PL15-265_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLeoDOREL_5Hgcb?Tzp750Re4WpBHXyefiQygBCr I 2-6-0 I 2-1-12 11 1-2-0 110-9-8 I 2-3-0I 1 1-2-0 I I 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • o 0 o ep o —'-'. / 9 N e e e e ee 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 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 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8.Edgel.f15:0-1-8.Edgel.[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. • ���EO.PROF0f. c�5 \AGINEcR >O 2 89782PE r' 11111 : s(.-- ,y •REGON ^ Q EXPIRES: 12/31/2016 August 7,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek" fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quarty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 nitrite.Hnightq,r:A n481 Job Truss Truss Type Qty Ply POLYGON R45125321 PL15-265_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOWygB-KbZyLeODOREL_5Hgcb?Tzp7BaRIZWujHXyefiQyg13Cr I 1-9-14 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 0 N / e 1 e a B 11 10 9 8 A 1.5x3 I I 1.5x3 II 3x6= 3 3x4= x4 = I 2-0-141 2-7-14 I 3-2-14 9-4-4 I 2-0-14 n-7-0 0-741 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edael.[3:0-1-8.Edoe) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. .<<:q° PRQp r�5 �NGINEFR /02 �� 89782PE r' aim 57 OREGON o^h • '1i 1, F?\' i5 ti Q� qii �'r411 L 9\ � EXPIRES:i1 31/2016 August 7,2015 4 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify 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 Citnts Heights CA iriwn Job Truss Truss Type Qty Ply POLYGON R45125322 PL15-265_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 14:27:37 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-on7KY 1rnIMCcFst9JWW1gL6r9OFOJQIcNCEsygBCq I 2-5-0 I 1 3x4= 2 1.5x3 II Scale=1:8.7 II Ill 0 II N II IMV,1 r M! '/ 4 1000.\11114 3 1.5x3 I I 3x4= I 2-8-0 I 2-8-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=112/0-4-4,3=112/Mechanical FORCES. (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. (<S ).PROP �� ‘AG• NEc,9 /p2 8°782PE r' 7 OREGON o'h '9,4 (iApyi5,24 NI PAUL' EXPIRES::12/31/2016 August 7,2015 f f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-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. I� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 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 nitri,n Heights(:A 9561n Job Truss Truss Type Qty Ply POLYGON R45125323 PL15-265_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1 TY2U3EP R3j01 x3EDPH FK3JYZ_G7lmJyg8Cp I 2-6-0 I 2-1-12 I I 12-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 1 fr_12-i Scale=1:28.2 4x4= 1.5x3 I I 3x5= 1.5x3 II 1.5x3 H 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 0 e o 0 0 o e _ N 7 111141111111111111111111111411111111111111 --111111 e ° e e ° 1 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 15x12 x-0-12 I 11-8-12 12-3-121 1 16-2-8 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— [7:0-1-8,Edge].[12:0-1-8.Erge].[15:0-1-8.Edge].[16:0-1-8.EdgeL LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress!nor YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-2402/0,4-5=-2402/0,5-6=-2764/0,6-7=-2764/0,7-8=1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. C�Ep.P NR:; OFFS 4". 89782PE r i 9 OREGON �'•�" — 1,9 &4 V 15 2�QQ` ir PAUL RAJ 'EXPIRES'12/'31/2016 August 7,2015 ll t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mack connectors.This design is based only upon parameters shown,and is for an individual building component. 1^ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. suite 109 Citrus Hrightc C.A win 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_hjmK1 TY2U3EPR3j01 x3EDXVFVF_q WZ_G7lmJygBCp 1 0-6-4 1 1 2-4-12 I 1 3x4 = 2 3x6= 3 1.5x3 11 Scale=1:8.7 0 N 1.5x3 11 6 5 411.1'. 4 3x6= 3x4= I 0-7-12 9.41 3-5-0 0-7-12 0.1-8 2-7-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 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 Incr 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) Concentrated Loads(Ib)1-3=-80 �'cCc��G NE FFss� Vert:1=-180(F) �cN �N FR q4- .89782PE jyi 9,L OREGON ^�" -9,4 q y .15 'Lc)�Q` r. PAUL RJ EXPIRES 12/31/2016 August 7,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. . Design valid for use only with 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 responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPII 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 Dknrc Heights,DA 45810 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 ,4 3 " Center plate on joint unless x,y 6-4-8 I dimensions shown in ft-in-sixteenths Fail re to Follow Could Cause Property offsets are indicated. r�� Dimensions are in ft-in-sixteenths. IIII� Apply plates to both sides of truss 1 2 3 1. A ditional stability bracing for truss system,e.g. and fully embed teeth. d genal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Tr ss bracing must be designed by an engineer.For 146 4 de truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I All b(acing should be considered. _Eit 3. Never exceed the design loading shown and never 11111,111111p !Iniiiiiilliht Ustackmaterialsoninadequatelybracedtrusses.Provide copies of his truss ign to the ng » c6-7 c5-6 OP 4 designer,erection tsupervisorsproperty ownerand For 4 x 02 orientation,locate BOTTOM CHORDS all other interested parties. plates 0 'na from outside edge of truss. 8 7 6 5 5. out members to bear tightly against each other. 6. P ace plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE j.int and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO (.cations 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 t e environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. s Unless not exceotherwise ed 19%at time of fabrica}ton.lumber PLATE SIZE PRODUCT CODE APPROVALS 9. nless expressly noted,this design is not applicable for u.e with fire retardant,preservative treated,or green lumber. ICC ES Reports: The first dimension is the plate 10.4 amlper is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 r-sporisibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 .amber for dead load deflection. the length parallel to slots. 11.'late type,size,orientation and location dimensions i dicated are minimum plating requirements. LATERAL BRACING LOCATION 12.L mber used shall be of the species and size,and i all respects,equal to or better than that s.ecified. ,! Indicated by symbol shown and/or by text in the bracing section of the 13.T.p chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.FJottom chords require lateral bracing at 10 ft.spacing, Or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. MO reaction section indicates joint 17.Install and load vertically unless indicated otherwise. MillimMilli number where bearings occur. Min size shown is for crushing only. MINIM.. gl 18.Use of green or treated lumber may pose unacceptable nvironmental,health or performance risks.Consult wi th reject engineer before use. Industry Standards: /11 ANSI/TPI1: National Design Specification for Metal 19. eview all portions of this design(front,back,words Plate Connected Wood Truss Construction. nd pictures)before use.Reviewing pictures alone i not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, \Jj ITe 20. esign 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 Imo MiTek Odiaok USA, int 7777 Greenback Lane,Sults 109 ChIns Heights,CA 95610 Telephone 916-676-1900 Fax 916-676-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: 1, Marcos Hernandez and Mack USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, PR 0 t1t0 Ain • ,„„fv Gt "i';" f/7 tci 87022FE • 0,t, 447 -4'ri2:1' .06t A EXPIRES: 64019 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations let 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. ,0 PROF, S taG1N &•� (;) 89;782PE r 11,OREGON ma& August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24-08-08 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #14BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=( 0) 80 2- 8-(-730) 1837 3- 8-( -170) 250 2x6 KDDF #10BTR T2 2- 3=(-2843) 871 8- 9-(-858) 2138 8- 4-( -65) 768 LOADING 3- 9=(-2678) 900 9-10=(-692) 1513 8- 5=( -474) 371 BC: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5-(-1856) 693 5- 9-( -657) 465 WEBS: 2x4 KDDF STAND; 2x4 KDDF STUD A TC UNIF LL( 50.0)+DL( 35.0)= 64.0 PLF 8'- 0.0" TO 8'- 8.5" V 6- 7=(--126) 150 9- 0=( 2571) 1156 TC UNIF LL( 12525.0)+DL( 35.0)- 160.0 PLF 8'- 0.0" TO 29'- 8.5" V 6- 7=( -126) 150 6-10=(-2571) 1014 TC LATERAL SUPPORT <= 12"OC. UON. BC SNIF 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)+OL( 133.7)- 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -647/ 2486V -175/ 306H 5.50" 3.98 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5" -984/ 2651V 0/ OH 5.50" 4.24 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 ** For hanger specs. - See approved plans MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.059" @ 13'- 3.8" Allowed = 1.190" MAX TL CREEP DEFL = -0.118" @ 13'- 3.8" Allowed = 1.586" MAX HORIZ. LL DEFL = -0.023" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.035" @ 24'- 5.0" • 7-11-11 1 16-08-13 Design conforms to main windforce-resisting T system and components and cladding criteria. A 3-11-06 4-00-03 5-04-02 5-06-09 5-10-01 '1 4597.300 Wind: 14001 mph,Heights),2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, g Enclosed, Cat.2, Ex B, MWFRS(Dir), 12 load duration factor=l.6, M-4>(6 M-3x6 Truss designed for wind loads 12.00///... -M-6x6 -M-6x6 7in the plane of the truss only. 5 -/ m T2 VI Gi1 Li • M-1.5 \/ %+ 0T.. A OO • 1 m m o B .*10 l 0.25" 0 M-4x6 M-3x6 M-3x1 M-7x8(S) • y P 7-07-08 y 8-05-10 y 8-07-06 y �C�\_" G� � �� 1-00 24-08-08 i-•� 4T • 89782-Pt • t• ' JOB NAME : 7-D POLYGON 7-D NH - Al Scale: 0.2535 gal. WARNINGS: GENERAL NOTES, unless otherwise noted: 1. nE47VN 1.Builder and erection contract Id beadvised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: Al and Warnings before construclo commences building component Applicability of design parameters and proper �h� 2 254 compression web bracing m alba installed where shown.. incorporation of component is the responsibility of the building designer. '7 `/ARV. ,A 2;f ,. 3.Additional temporary bracing to sure stability during construction 2.Design assumes the top and bottom chords to be laleragy brocetl al • T �V\`=/ Is the responsibility of the erects Additionalpermanent bracing f 7 o c and al 10'o c respecas p9 unless braced throughout their length by (• `` p ty g o continuous sheathing such as pNwood sheathing(TC)and/or drywall(BC). PA tit DATE: 8/10/2015 the overall structure isthe leaps sblty of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ.: K1345903 4.No mad should be applied to an component until alter all bracing and 4.Installation of truss is the responaibgBty of the respective contractor. fasteners are complete and al n time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for'dry condition.of use. TRANS I D• LINK design loads be applied m any cAmponent.cu responsibility 5.Design assumes full beefing at all supports shown.Shim or wedge if EXPIRES:12/31/2016 S coin crus nes no control over and aaapmea no re bit for the necessa a fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 6.This design is furnished subject lB the limitations set forth by 8.Plates shall be boated on both feces of truss,and placed so their center TPI/WICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,Ino./CcmpuTrus Software 7.6.6(1 L)-E 10.For bead connector plate design values see ESR-1311,ESR-1985(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- 2-1-1218) 370 1- 8=(-565) 881 2- 8=( -205) 200 2x6 KDDF #1&BTR T2 SPACED 29.0" O.C. 2- 3=1-1086) 404 B- 9= 3-) -105) BC: 2x6 KDDF #1&BTR (-923) 891 8- 953 WEBS: 2x9 KDDF STAND; 3- 9=( 0) 0 9-10=(-300) 639 8- 5=( -289) 90 LOADING 3- 5=) -736) 331 5- 9-( -228) 23B 2x9 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POE 5- 6=( -789) 324 9- 6-) -118) 556 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -127) 199 6-10=(-1099) 376 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 10- 7=( -157) 90 BC LATERAL SUPPORT <= 12.00. UON. LL = 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 1095V -165/ 291H 5.50" 1.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 29'- 8.5" -179/ 1078V 0/ OH 5.50" 1.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. GI ** For hanger specs. - See approved plans OND 2: Design checked for net(-5 osf) uplift at 24 "on spacing. 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 T f 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. f 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-9x6 in the plane of the truss only. M-3x4 M-3x4 M-1.5x3 i o M-1.5x3 0 ,-, IpAyill 0 I 0 0 co 2 1 o l x+ g r 9 -- o M-3x4 M-3x8 0.25" M-3x410 M-7x8(S) 9c) PRQ l l l y '\ ' GINE 1 �%7-07-08 8-05-10 8-07-06 � R 3 ,y y try pe� 24-08-08 89 82P E A /./i JOB NAME : 7-D POLYGON 7-D NH - A2 /" Scale: 0.2363 ,- WARNINGS: GENERAL NOTES, unlessotherwuesatetl OREGON O� Truss: A2 1.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and s for an Indry dual 2 and Warnings before construction commences. bolding component.Applicability of design parameters and proper y_'( - 2.944 compression web bracing must be nstalled where shown+. incorporation of component s the responsibility of the building designer. � � r' • 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the lop and bottom chords to be laterally braced at IT s the responsibility of!he erector.Atltlilional permanent bracing of 2 o c and at 18 S.C.respectively unless braced throughout their length by Aq U`_ DATE: 8/10/2015 continuous sheathingor such as plywood required ng(TC)and/or drywall(BC). the overall structure is responsibility of building designer. 3.2z Impact bridging or lateral bracing where shown++ - SEQ. : El3 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 S.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK dasignbadsbeappliedtoanycomponent. and are for••drycondition"of use. EXPIRES:12/31/2016 5.CompuTnrs has no central over and assumes no responsibility far the 8.Design assumes full bearing et ell supports shown.Shim or wedge if August 10,2015 fabrication,handling,shipment and installation of components. necessary. 6.This design is fumished subject to the limitations set forth by 7.Design assumes adequate drainage la provided. 8.Plates shag be boated on both faces of truss,and placed so their center TPWVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Ino./CompuTrus Software+7.6.6SP1(1 L)-E to.Far bask connector plate design values see ESR-1311,ESR-1988(MITek) .1 .111111. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2-(-1224) 488 1- 7=(-289) 938 7- 2=( 0) 277 5-10-(0) 279 BC: 2x4 KDDF #16BTR SPACED 29.0" 0.C. 2- 3-7 -871) 603 7- 8=(-289) 936 2- 8=(-476) 334 WEBS: 2x4 KDDF STAND 3- 4=( -589) 509 8- 9=( -57) 600 8- 3=(-340) 392 LOADING 4- 5=7 -879) 604 9-10=(-216) 789 8- 9=(-189) 177 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1224) 989 10- 6=(-215) 791 4- 9-(-197) 401 BC LATERAL SUPPORT <= 12"00. 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'- B.5" -162/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. tt ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci'1g. 11-11-11 0-09-02Al 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f , MAX LL DEFL = 0.032" @ 13'- 1.8" Allowed = 1.190" 6-02-08 5-09-03 0-10-091 5-07-12 6-02-08 MAX TL CREEP DEFL = -0.055" @ 13'- 1.8" Allowed = 1.586" ` f "I 1' 4' 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 12.00P7 i N 12.00 2 0012.00 Design conforms to main wintlforce-resisting 3 � system and components and cladding criteria. ‘D=�") :-3x4 Wind: 140 mph, h-25.2ft, 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. /M-3x420.III M o o - 10 «'6 I 1** 7 80.25"9 M-1.5x3 M-3x4 1 o M-3x4 M-1,5x3 o M-5x8(S) M-3x4 . PROF E J, 6-00-12 y 5-07-12 1-05-04 5-06 y 6-00-12y `a�i�e.� ../o b 24-08-08 At :9782PE r' JOB NAME : 7-D POLYGON 7-D NH - A3 -.... . .go Scale: 0.2326 i;/ / RAIII • WARNINGS: GENERAL NOTES, unless otherwise noted. +' s1.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 ndNldual -OREGON � ' Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper Z� CP 2 2a4 compression web bracing mu be installed where shown 4. Incorporation of component is the responsibility of the building designer. ' . '�/4 Rey �. 3.Additional temporary bracing to I re stability during constmchon 2.Design assumes the top and bottom chords to be laterally braced at a l 1 s the respone b l ty of erector Additional permanent bracing of Z o.c and at 17 o c rsueh as unkss braced throughout their length by lit /� �], V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (`e.��ys rx�. -- DATE: 8/10/2015 the overall structure Is the respon Iblllty of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ •�'�' SE K 4.No load should be applied to any[interment until after all brassy and 4.Installation of truss Is the responsibility of the respective contractor. - 4• 13 4 5 9 0 5 fasteners are complete and at no One should any loads greater than 5.Design assumes busses are to be used ina noncorrosive environment, design loads be applied l0 any cam W sant. and are for"try condition"of use. TRANS ID: LINK 6.Design assumes full bearing atalsupports shown.Shim orwedge If EXPIRES:12/31/2016 • 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject t0 the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWVTCA In BCSI,copies of whiph will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTnas'Sofware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MDek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 3=(-1981) 965 1- 0=(-395) 821 2- 3=(-268) 253 7-18-(-1113) 968 BC: 2x9 KDDF STABTR SPACED 29.0" O.C. 2- 3=( -981) 965 9-10= WEBS: 2x9 KDDF STAND ( -5) 16 9- 3=( -68) 342 19- 8=( -119) 68 3- 9=( 0) 0 10-12=( 0) 0 9-11=(-179) 642 LOADING 3- 6=( -633) 404 11-13=(-350) 957 3-11=(-101) 112 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-14=(-346) 963 6-11-) -13) 316 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1029) 415 10-11=( 0) 52 TOTAL LOAD = 42.0 PSF 7- 8=( -98) 56 11- 7=(-3B0) 185 7-13=) 0) 257 NOTE: 2x9 BRACING AT 29"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. 29'- 8.5" -220/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) 0-09-02 �_ /I 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. 11-11-11 0-U7-02 8-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 T f f f f MAX LL DEFL = 0.038" @ 19'- 8.5" Allowed - 1.190" 5-00-12 4-09-08 2-01-07` 2-01-07 6-08-12 ` 3-01-08 MAX TL CREEP DEFL = -0.058" @ 14'- 8.5" Allowed - 1.586" MAX HORIZ. LL DEFL = -0.016" @ 24'- 5.0" 10-00 MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" T f Design conforms to main windforce-resisting 4 5 12 12 system and components and cladding criteria. 12.00 V M-5x6 N 12.00 Wind: 190 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 load duration factor=l.6, Truss designed for wind loads 4iLI I.MMMEMOMMEMMEMEMM in the plane of the truss only. M-1.5x3 z M-5x10 M-1.5x3 Cc's 1 N oi 6, 09Jmo . 1.' n 1 13 **19 o N = 1** 9 10 12 M-1.5x3 i M-3x4 M-3x8 M-1.5x3 O M-3x4 0 M-5x8 1' 1 l 1 y y 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 1 1 ,L )• 15-01-12 y )- 9-06-12 b �• � QF @0 PR F 16-01-08 0-11-12 8-07 A • 24-08-08 y • -�� 'T 1.9782PE •-e" JOB NAME : 7-D POLYGON 7-D NH - A3V Scale: 0.1910 lir• WARNINGS: GENERAL NOTES, unless otherwise noted: Truss A3V1Builder anderectoncontractorshouldbeadvsedofallGeneralNotes Thisdesgnsbasedonlyupontheparametersshownandsforanindrvdual - -7 ��� �� �S�a and Warnings before construction commences budding component.Applicability of design parameters and proper V 2 224 compression web bracing must be installed where shown.r. incorporation component sthe respons b Irty o/the builtl ng des goer 1�j 3.Additional temporary bracing to Insure stability during constructor 2.Design assumes the top and bottom chords to be laterally braced at [ty/-' ��4J '�y f ,, Is the responsibility of the erector.Additional permanent bracing of 2oi and at 1Doc respectively unless braced throughout their length by • 1 r +��f DATE: 8/10/2015 the overall structure is the responsibility of the building designer. OrcoImpact sheathingatehasacingotloired cohere hewn rtlrywall(BC). � y..y •f1` 3.22bridging or lateral bracing required where shown++ --Au L `; SEQ.: K 13 4 5 9 0 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 Ina non-corrosive environment, -' TRANS ID: LINK design loads be applied to any componeMand are or dry condition.' age. t 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.shim or wedge it EXPIRES:RES:72 3-1 2 16 fabrication,handling, necessary. shipment elimarwn of components. truss, 7.Design assumes adequate drainage is provided. August 10,2015 0.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tand placed so their center TPIAAITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MEek USA,IDC./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1500(MiTek) IIIIIIIIW This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TO: 2x4 KDDF#16BTRLOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9- 5=( -379) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -981) 378 7- 8=( -3) 16 7- 3=( -83) 343 5-11=( 0) 257 WEBS: 204 KDDF STAND 3- 4=( -633) 341 8-10=( 0) 0 7- 9=(-124) 637 5-12=(-1323) 341 LOADING 4- 5=(-1029) 321 9-11=(-282) 957 3- 9=( -88) 98 12- 6=( -114) 68 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -48) 56 11-12=(-278) 963 4- 9-( -25) 316 BC LATERAL SUPPORT <= 12"OC. 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: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -151/ 1045V -233/ 281H 5.50" 1.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -144/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. 9-11-11 4-09-02 6-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 f f f f ,r MAX LL DEFL = -0.031" @ 14'- 8.5" Allowed - 1.190" 5-00-12 4-10-15 4-09-026-10-03 3-01-08 MAX TL CREEP DEFL = -0.058" @ 14'- 8.5" Allowed = 1.586" ,r '1 1 1 A A� 1 MAX HORIZ. LL DEFL = 0.015" @ 24'- 5.0" 12 12 MAX HORIZ. TL DEFL - 0.025" @ 24'- 5.0" M-5x6 M-4x6 12.00 7 3 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. G10' 1 4. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. • M-1.5x3 I 2 1.T M-1.5x3 6 -/ \\\ ,-1 I cx 0 I rn MP--i n oI y ' I 11 **12 I::: ) /o M-1.5x3 M-3x4 o 0* 7 8 10 I o M-3x4 M-3x8 M-1.5x3 M-5x8 y k l l I, 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 * * * 15-01-12 9-06-12 b y y • 16-01-08 0-11-12 8-07 '� Ep iPN�F . * i b ( k :..: 24-08-08 '(,r... ' • 89782P E -t-` JOB NAME : 7-D POLYGON 7-D NH - A4 • • Scale: 0.2398 WARNINGS: I GENERAL NOTES, unless otherwise noted. ' 011�l7Ohl 1.Builder and erection contractor sh uld be advised of all General Notes 7 This design Is based only upon the parameters shown and Is for an IndNldual • OREGON 1 V Truss: A4 and Warnings before construction commences. building component Applicability 0:design parameters and proper 2 2x4compresalonwebbraNngmu belnstalledwhereshown0. ncorporebonof component wthe responsibNyofthe butongdesgner A �4R.Y 1 " 3.Additional tom brach to re stability during construction 2 Design assumes the top and bottom chords to be laterally braced al .'3)-1,.- y t 7 r *\ J temporary g ty g cons 2'o.c.and at 10'o.c.respectively unless braced throughout mar length by (], V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / PA UL �i\- DATE: 8/10/2015 the overall structure Is therespon!Wily of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0 SEQ. : K 13 4 5 9 0 7 4.No bad should be applied to any mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no a snouts any loads greater than 6.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any co Iwnent and are for"dry condition"of use. �/ �j r�jjqq� /� �v� TRANS ID: LINK 5.CompuTrushasnocontrolovera�dassumesnoresponsibilityforthe B.Design assumes full bearing at ell suppoashown.Shimorsedge:1 EXPIRES.12/31/2016 ry fabrication,handling,shipment aryl installation eatfo onents. 7.Design assumes adequate drainage is provided. August 1 0,2015 8.This design is furnished subject tq lthelimitationss set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of whiph will be fumished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTfus Software 7.6.6(10-E 1o.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 9WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; 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- 3-1 -670) 2594 206 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-9119) 1126 10-11=(-1329) 5000 10- 9=(-3296) 936 BC: 2012 KDDF #1613TR 3- 4=(-2862) 818 11-12=(-1768) 6792 4-11=( -510) 2268 WEBS: 2x9 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'•01. LION. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 3'- 5.0" V 6- 8=(-5544) 1054 14- 0=1 -948) 3874 3-16-(-1486) 304 BC LATERAL SUPPORT 72"OC. OON. TC UNIF LL( 67.7)+DL( 19.0)= 86.7 PLF 3'- 5.0" TO 13'- 1.5" V 7- 8=(-5594) 1460 TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 13'- 1.5" TO 16'- 6.5" V13- 4=( -486) 2168 BC UNIF LL( 0.0)+DL( 27.1)= 27.1 PLF 0'- 0.0" TO 16'- 6.5" V 8- 9_( O) 80 6-19=(-3096) 888 19- 7=( -900) 3576 NOTE: 2x4 BRACING AT 24"01 CON. 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. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Join together 2 at:ly with 3"0.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nFowls) ailscstaggered 9" o in 1 row(s) throughout 2x9 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, llowed80 9" oc in 2 row(s) throughout 2x6 top chords, BOTTOM CHORD CHECKED FOR 10P5F LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed 80 0.100" 9" o in 3 row(s) throughout 2012 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = 0.043" @ 8'- 3.2" Allowed - 0.781" MAX TL CREEP DEFL = -0.115" @ 8'- 3.2" Allowed = 1.042" ace HANGER TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX LL DEFL = -0.001" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 17'- 6.5" Allowed = 0.133" 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 f T Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-04-11 2-01-07 2-09-02 2-09-02 2-01-07 3-04-11 (All Heights), enclosed, cat.2, Exp.e, MWFRS)lir), load duration factor=1.6, 12 +88.108 88.10# Truss designed for wind loads M-4x8+ 12 in the plane of the truss only. 12.00 M-4x8 M-3x5 M-3x8 M-3x5 12.00 4- 5 6 /4;1' - / - _ - _ - M-5x16 ., , to 10. oofof 11 12 13 1qSox14+ M-12x20+ M-12x14+ M-12x20+ M-12x14+ to y r y *O* ♦21,757# y y j. ,. P.p OFc3-02-04 2-07-06 2-05-10 2-05-10 2-07-06 3-02-04 Ws � 'b 1- y1Gly�� /^ "� � -1-00 16-06-08 1-00 9782PE ,.. JOB NAME : 7-D POLYGON 7-D NH - B1 � `� MI Scale: 0.3432OREGON X40, WARNINGS: GENERAL NOTES, unless otherwise noted. IV Truss Si 1.Builder and erec on contractor should be advised of all General Notes Ths desgn is based only upon Me parameters shown and is for an Individual { .V dual f� fl and Warnings before construction commences, bulldmg component Appl cab lity of design parameters and Proper I 4 R : 'A V . Q � . _ 2 2v4 compression web bracing must be installed where gown+. Incorporation of component is the responsibility of the building designer. 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 2 o.c.and at 10'sheathing respectivelyply unless braced throughout their length by �_ �^ .. DATE: 8/10/2015 the overall structure is the responsibility of the building designer. Zn Impact continuous bridgingor such as ptywoud sheath ng(TC)and/or drywell(BC). SE K1345908 4.No load should be applied to any component until after all bracing 3.4.31mption fCus is lateral bracing required where Q fasteners are complete and at no time should anyloads ter thand 5.Designs of truss is the re tonsi useyd in a respective contractor. greeand e far assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design IompuTadabeappfiedmany oerandonent. s.Designa re forumesfulabearingate0suppeesshewn.Shimorwetlgelf ition"of use. EXPIRES:12/31/2016 5.CompuTrushas nng,shIcontrol overantlassumes eOerOf components. 8. August 10,2015 fabrication.handling,shipment and installation of components. necessary. 8.This design is fumished subject to the limitations set tech by 7.Design assumes adequate drainage Is provided. 8.Plates shall be located on both faces of truss,and placed so their center TPI/NCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(10-Z 9.Digits Indicate stye of plate in inches. 10.For basic connector plate design values see ES13-131 t,ESR-1988(MiTek) . This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TCMBER SPECIFICATIONS 1-2=( 0) 78 2-5=(-82) 123 3-5=(-268) 113 TC: 2x9 KDDF #1&BTR LOAD DUSAAIED I24R0ASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -90) 83 5-6=( 0) 0 3-9=1-134) 32 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA • TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -124/ 497V -44/ 77H 5.50" 0.74 KDDF ( 625) OVERHANGS: 12.0" 0.0" • 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 lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" A 1-11-11 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFT, = -0.016" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.021" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.2" Allowed = 0.048" 12 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" -f MAX HORIZ. LL DEFL = -0.035" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.092" @ 1'- 10.9" M-1.5x3 Design conforms to main windforce-resisting /03system and components and cladding criteria. Wind: 190 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ..A 311 1 ',x3 l l 2-05 1-00 3-05 p{�/�/� 'PROVIDE FULL BEARING;Jts:5,4,6 • . ! RQ�C.� 89782PE • JOB NAME : 7-D POLYGON 7-D NH - BJ1 Scale: 0.6225 WARNINGS: GENERAL NOTES, unless otherwise noted. 1 Builder and erection contractor oJd be advised of all General Notes 1.This designisbased only upon the parameters shown and's for an individual A (DJIE GO oc:I. �. Truss• BJ1 and Warnings before mnsbuctlo commences bolding component Applicabilityof design parameters and proper incorporation of component s the responsibility of the building designer. 2 2x4 compression web bracing m ct be Installed where shown 4. 2.p�Ign assumes the top and bosom chortle is be laterally braced at 3 Additional temporary bracing to I sure stability during construction • 2'o.c,and a1 10 o.c.respectively unless braced throughout their length by s the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheath^g(TC)and/or drywall(BC). "A tit _ DATE: 8/10/2015 the overall structure is Sre respo Ibility of the building tlesIg^er. 3.2x Impact bridging or lateral bracing required where shown t d SE K l 3 4 5 9 0 9 4 No load should be applied to any component until after all bracing and 4.Installation of truss Is Na responsibility of the respective contractor. 4• fasteners are complete end at no time should any loads greater then 5.Design assumes vases are to be used In a nonaorros ve environment, design loads be applied to any cdmponant - and are for"dry full b on of use. TRANS ID: LINK 6.Design assumes fullbaadngataesupponssheen Shim orwedge if EXPIRES: 12/31/2016' S.CompuTrus has no control over and assumes no responsiblllty for the 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 Ip the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAN1CA 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,InoiCompuTrus Software 7.6.6(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 24-0B-0B STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #166TR; 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 #15005 T2 2- 3=(-2768) 956 8- 9=(-805) 2259 8- 3=(-169) 908 5-12=(-1583) 627 BC: 2x6 KDDF #16005 LOADING 3- 4=)-1918) 729 9-11=( -24) 63 8- 4=(-687) 402 6-12-) 0) 409 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 9- 5=(-2269) 926 10-12=(-817) 2269 9- 4=(-160) 229 12- 7-) -571) 1777 2x6 KDDF #2 A TI UNIF LL( 50.0)+DL( 14.0)= 69.0 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 TI 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"01. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 20'- 4.5" TO 24'- 8.5" V 11-10-) 0) 126 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 24'- 8.5" V BEARING MAX VERT MAX 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: 2x9 BRACING AT 24"01 UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 20'- 4.5" 0'- 0.0" -632/ 2942V -176/ 229H 5.50" 3.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 29'- 8.5" -870/ 2757V 0/ OH 5.50" 4.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans ,exa • a- ,r ,- , • ,- _ • , g. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.062" @ 11'- 11.4" Allowed = 1.190" MAX TL CREEP DEFL = -0.125" @ 11'- 11.9" Allowed = 1.586" MAX HORIZ. LL DEFL - 0.026" @ 24'- 5.8" MAX HORIZ. TL DEFL = 0.092" @ 24'- 5.8" 7-11-11 12-05-02 4-03-11 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 4597.306 T f + 97.30# f12 Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 M-3x8 M-3x4 N 12.00 load duration factor=1.6, 3 6 Truss designed for wind loads 9 5 in the plane of the truss only. M-1.5x3 7M-4x6-imkil re Iiiiiimilimilimilimmilimiimmis 9x6 2 1 iN Tc J -/O � ....�✓ m � lo i lz o M-3x10** 8 9 u M-3x4 *7s c, M-3x6 M-3x8 M-7x8 M-7x8 0 M-1.5x3 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 b l 16-01-08 8-07 y "D p.�QF> 45. . b 24-08-08 bNGl1�� /� :9782PE JOB NAME : 7-D POLYGON 7-D NH - A5 Scale: 0.2519 ;/ - - WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Balder and erection contactor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Indry dual -1, 7 ORREGON 's - Truss: A5 and Warn ngs before construction commences. building component Applicabilityof design and i 2(�. 2 2x4compresson web bracing mast be installed where shown*. 45r-- incorporation or component is the responsibility or the building designer. �j 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at T� "�4J' •�a 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 ,�A{ DATE: 8/10/2015 the overall structure s the responsibility of the building designer. 3.2xInrpctbridgingi or lateral brsuch as acing relied where sheathing(TC) drywell(BC). �"- UL- �� 4.No load should be lied to an t until after all bracing pe bridging or grequ SEQ.: K13 4 5 910 pp o time s nen B and 4.Design assumes trusses is es respare to used in a non-corrosive environment,fasteners are complete and at no time should any tootle greater then s.ante,assumes ondses are m ee used in a non sonosme enmronmenc TRANS I D: LINK design loads be applied to any component. and are for condition"or use. 8.Design ass 8.CompuTms has no control over and assumes no responsibility for the assumes full bearing at all supports shown.Shim or wedge if aeary. EXPIRES:12/31/2016 fabrication,handling,shipment end installation of components. 7.Designassumes adequate drainage is provided. August 10,2015 BPlates .This design Is furnished subject to the limitations set forth by 8. shall be located on both faces of truss,and placed so their center TPIIWOCA In BCSI,copies of whIch will be furnished upon request. lines coincide with joint center lines. MTek USA,Inc./Com uTrus Software 7.6.6 iL-Z 9.Digits Indicate size of plate in inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—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 2X4-2 DF #14BTR .. 11-02-04 4-00 f TT T M-3x6(5) PROVIDE SUPPORT 12 M-5x8 8.49 Pr 11111° 7/++ M-3x6 II M-3x8 o NMI W I o �o pnaP b y y y mak, 89782PE ". 1-07-02 11-03-12 7-00-02 y J. / / Adillr 19-11 • JOB NAME : 7—D POLYGON 7—D NH — AR Scale: 0.3519 y� WARNINGS: I GENERAL NOTES, unless otherwise noted: OREGON O 4 1.Builder and erection contractor shlyuld be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .f1 x.(Ll ate`,I G �. Truss: AR and Warnings before consructonllcome nces. building component.Applicability of design parameters and proper T 4 R g b- 2.2:4 compression web brawng mu rt be Installed where shown+, Design assumes of component is the responsibility of the building designer. 3.Additional temporary bracing to in lure stability during construction 2. the top and bottom chords to be y braced at 2.0.0.and at ID AA respectively unless braced throughout their length by PA LEI_- � is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -- DATE: 8/10/201S the overall structure Is the responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where shown• 4.No load should be applied to any,komponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K1345911 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are tobeusedleanon-corrosiveemironment,and EXPIRES:7 f.31/ 1 TRANS I D' LINK design loads be applied to any coy,panent. Design suresor"dry full bearing"of at a. 5.CompuTmshas nocontrol over and assumes noresponsibility forthe B.Design saumesfullbearingStallsupports�hover shim or wedge it August 10,2015 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is fumished subject tq 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 whiyh will be furnished upon request. lines coincide with joint center lines. 9.Digits Indloate size of plate in inches. MiTek USA,Int./CompuTrus Software 6.2.3(1 L)'Z 10.For basic connector plate design values see ES12-1311,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: 2x9 KDDF 4818BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 1-2=( 0) 80 2-5=(0) 0 2-3=(-159) 86 TC LATERAL SUPPORT <= 12"OC. CON. 3-4=( -94) 0 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 309V -58/ 170H 5.50" 0.99 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 91V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 5.0" -130/ 141V 0/ OH 1.50" 0.18 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 spaciilg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVFW 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 17 3 MAX TC PANEL TL DEFL = 0.026" @ 2'- 1.4" Allowed = 0.425" MAX HORIZ. LL DEFL = -0.001" @ 3'- 9.3" MAX HORIZ. TL DEFL = -0.001" @ 3'- 9.3" 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), a. load duration factor=l.6, d, Truss designed for wind loads o in the plane of the truss only. c M /-- O N O o MELAN sMEMM M-3x4 1 y y , l 1-00 3-05 0-06-11 (PROVIDE FULL BEARING;Jts:2,5,3 I •- t.0 rPR°A r $9782PE fir" JOB NAME : 7-D POLYGON 7-D NH - BJ2 Scale: 0.6043 �`' WARNINGS: GENERAL NOTES, unless otherwise noted: Ali. Truss• BJ2 Builder and erection contractor should beadvised ofallGeneral Notes This design is based only upon the paameesshownandsBranIndvdual R1 ©��EG®IV and Warnings be tre construction commences building component Applicability of design parameters and proper 7 2.Dt4 compression web bracing must be installed where shown♦ Incerporat on of component Is the responsibility of the building designer. / 3 Additional temporary bracing tonsure stability during construction 2.Des gn assumes the top and bottom chorda to be laterally bracedat • ./k- /�8 -.t � ��,. Ie the responsibility of the erector.Additional permanent bracing of 2 e c and at ID'o c.respectively unless braced throughout their length by /�+ rl 1 �� DATE: 8/10/2015 the overall structure is the responsibility of the building designer. continuous sheathing or such as bracing requiredd sheathing(TC)a and/or drywall(BC) r1 3.In Impact bridging or the where shown++ PA 11:1__ a - SEQ.: K 13 4 5 912 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for ary condition"of use. 5.CompuTmshas nocontrolover and assumes noresponsibuayfor the e.DesignassumeaNllbearingatellsupportsshoan.Shimorwetlgeit EXPIRES:12/31/2016 fabrication,handling,shipment and installation of components. necessary. + 8.This design is furnished subject to the limitations set forth by T.Pietassesign ssumelctedoneothifagebpruvided. August 10,2015 8.Plates shell be located on both faces of truss,and placed so their center TPVV TCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits Indicate size of plate in inches. 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 5'- 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 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-301) 249 3-4=( -70) 51 TC LATERAL SUPPORT <= 12"OC. VON. 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 BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 302V -90/ 224H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 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 "oc spacig. 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" 4 -/ 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 TO PANEL TL DEFL = 0.009" @ 1'- 8.3" Allowed - 0.425" 7) MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=22.2ft, TCOL=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 3 in the plane of the truss only. '' I i eo mF N T '-- i fH0004 ilA511111 O M-3x9 4 y 1-00 y 3-05 b z os-11 y Ep/±PRQ FE- IPROV'IDE FULL BEARING;Jts:2,5,3,4 I • ..� ltiAIrY . _ :0� :9782'PE • JOB NAME : 7-D POLYGON 7-D ''INH - BJ3 Scale: 0.9703 r� WARNINGS: GENERAL NOTES, unless otherwise noted'. hONI � 1 Builder and erection contactor smuld be advised of all General Notes 1.The design is based only upon the parameters shown and Is for an individual NV Truss• BJ3 and Warnngs before constructor commences bolding component Applicability of design parameters and proper • 2.204 compression web bracing mast be installed where shown+, incorporation of component s the responsibility of the building designer. "`•I4 File 3.Additional temporary bracing to lisure stability during construction 2.Design assumes the top and bottom chords to be bterally braced at 1 1\ � is the responsibility f the erecta.Additionalpermanent brawn f Y o c.and at 10 o.c,respectively unless braced throughout their Mngin by • V pons M o g o continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). BA U_I_ DATE: 8/10/2015 the overall structure is the respo ISIDIlAN of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K13 4 5 913 4.No load should be applied to are component until after all bracing and 4.Installation of truss'the responsibility of the respective contractor. 4• fasteners are complete and at nb time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be appred to any cgmponent. and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes n,nbearngatall suppodsshown shin or wedge if EXPIRES:12/31/2016 5.CompuTrus has no control and assumes no responsibility for me nem-ry, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is procided. August 10,2015 6.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 TPI/WTCA in SCSI,copies of watch will be furnished upon request. lines coincide web joint center lines. O.Digits indicate sae of plate In inches. MiTek USA,IncJCompuTrue Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-6=)0F/Cq=1.00 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 1-2=( 0) 80 2-6=(0) 0 2-3=(-937) 396 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=(-172) 90 LOADING 9-5=( -99) 0 BC LATERAL SUPPORT 0= 12"OC. LION. 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 = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -8/ 288V -116/ 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/ off 1.50" 0.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 5.0" -149/ 180V 0/ OH 1.50" 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP HE'D,BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND• 2: 1)..,....4tee.-+a.-a�a.-l-.. ....)...-.-.��_,_1_:.:-.L.- suii.s..iay..�g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 9 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" �( 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" Design conforms to main windforce-resisting 12 12.00 system and components and cladding criteria. Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads a in the plane of the truss only. 3 0 m M 7 V I 0 1 M-3x4 y y y y , E. PQFRF41-00 3-05 4-06-11 � 5 � AIN.E. /4c(PROVIDE FULL BEARING;Jts:2,6,3,4 I � -4 , -v :33/82PE . JOB NAME : 7-D POLYGON 7-D NH - BJ4 . ��/ Scale: 0.3997 WARNINGS: GENERAL NOTES, unless otherwise no[atl.1ar�� Truss: BJ4 Builder and This design Is based only upon the parameters shown and is for anindidual 14 VREGON S and Warnings before construction commences building component.Applicability of design parameters and proper - 2.204 compression web bracing must be nataIi dwhere shown a. ncerporat on of component lathe responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the too and bottom chorda to be laterally braced at - l�y,t-,A _ II Is the responsibility of the erector.Additional permanent bracing of Y o c.and at 10 o c rsuch as plywoodly unless braced throughout their length by J r'N 7 1 *` DATE: 6/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as sheathing(TC)and/or drywall(BC) !� 4• 4.No load should be applied to an ponen g an 3.In Impact bridging or lateral bracing required of the where shown++ L SE K1345914room anal after an bream d 4.Installation of truss is the responsibility oMM respective contractor. fasteners are complete and at no time should any roads greater than 6.Design assumes busses are to be used In a noncorrosive environment, • TRANS I D: LINK design loads be applied to any component. and are kr dry condition"of use. 5.CompuTrushas nocontrol over and assumes norasponslbilayfor the E B igneces ssumesfull bearing alall supports shown.Shim orwedge I( EXPIRES:12/31/2016 fabrication,handling,shipment and installation of components. ry' 4 8.This design Is furnished subject to the limitations set fadh by 7.Designassumesbe on both face lotruss,an ed. August 10,2015 8.Plates shall be located on both faces of truss,and placed so their center TPWVTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ino./CompuTms Software 7.6.6(1 L)-E 10.For basic connector plata 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 9-09-10 FOR 3-5-0 SETBACK LOAD DURATION INCREASE = 1.15 Truss designed for 9x2 outlookers. 2x9 let-ins of the same size and grade as structural top CHORDS: LOADING chord. Insure tight fit at each end of let-in. 2X4-2 DF #15BTR TOP CHORD LL + DL = 32.0 PSF Outlookers must be cut with Sade and are permissible at inlet board areas only. 9-00 12 6.99 F PROVIDE SUPPORT 12 8.49 7 M-5x8 �1 M-3x,,6 11, M-3.6 t M-3x6 � M-3x6 101:1111/411 ,,.1 fM-1.5X9 OR EQUAL AT NON-STRUCTURAL MEMBERS. o �l I N O f O QED PR Ore ), ), y y AGI N.4. /0 1-07-02 9-09-10 6-10 l y &9782PE r" 13-02-12 • JOB NAME : 7—D POLYGON 7—D NH — BRC% Scale: 0.9e6e 17�dREeiOIV '� WARNINGS: GENERAL NOTES, unless otherwise noted'. c (�) I Builder and erection contractor ahead be advised of all General Notes 1 This ltl ngslg mp based t.Applc blllty the ftl amesign sshown lere ands Br can Individual if1) LI HY Af, " Truss: BR and Warnings before conttruchorcommencec ibnildingaiono(componenistheresponablmofthebultlngdesigner. 77 "'iiH' J(] 2.214 compression web bracing mt.st be Installed where shown+. 2.Design assumes the top and bosom chords to be laterally braced at Al i 3.Additional temporary bracing to retire stability during construction 2'o.c.and at 78'o.c.respeciNely unless braced throughout their length by -P- a Li 1_. ``- isthe 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 Is the rasporsibllily of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K 13 4 5 915 4.Na load should be applied to anyicomponent until after an bracing and 4.Installation of truss la the responsibility of the respective contractor. 4-: fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Ina noncorroswa environment EXPIRES: design loads be applied to any cdmponent. and are for"dry full bearing of use. TRANS ID LINK 6.necissary.roes ullbearingetall suppoRsshown.Shim orwedge lf August 10,2015 5.CompuTrus has no control over and assumes no responsibility tor m0,_ Bbrlcelion,handling,shipment old Installation of components. 7.DesIgn assumes adequate drainage is provided. 6.This design is furnished subject tb the limrtaliens set forth by 8.Plates that be located on both faces of truss,and placed so their center TPIIWICA in BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z Ie.For basic connector plate design values see E5R-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 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"01. 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"00 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" TC CONC LL( 466.7)+101.( 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 "cc spacii(g. 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" 0 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" 4' 1. '( T MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed - 0.100" 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 597.308 11597.308 MAX HORIZ. LL DEFL = 0.016" @ 21'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" M-4x6 M-4x6 12.00 17 M-3x4 7,1 12.00 Design conforms to main windforce-resisting 5 system and components and cladding criteria. 41:0, 4 Wind: 140 mph, h=23.2ft, TCOL=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 M-1.5x3 3 ro ro o I 10 0 M-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 0 y )' Jo y 7-08-08 6-07 7-08-08 J' 10-00 y 12-00 , •I. 10-00 PRaFE-s.s 1-00y 22-00 1-00 �C GIIUE�c / '89�782'PE e JOB NAME : 7-D POLYGON 7-D NH - C1 /�G Scale: 0.2557 ♦ '� / . W._ WARNINGS: GhRAeNOTsb, unless on hise parameters ()FIEU(DN 1.aBuilderAmin erection contractor should be advised of all General Notes 1.This design is based onlypM upon ythe parameters me and is for an individual '� Truss: C 1 and VNamings before construction commences. b <>7C- incorporation n orpoding component.ponent is the of spo si parametersyof and proper ^� 2.2z4 compression web bracing must be installed where shown if. ncorporat on of component la ilia raspons blrty of ilia building designer. ,�} ` '(j 3.Additional temporary bracing to insure slablty during constructor z.Design assumes the top and bottom chorda to be laterally braceden T �R�f`1,,,...,..-v_• IS the responsibility of the erector.Additional permanent bracing of 2'ox.and aleathin.respectively ccely unless braced throughout their length by .-- DATE: 8/10/2015 Ne overall structure is the responsibility f the building tlas continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) �" R�a i `. scions ry s g goer. 3.2a Impact bridging or lateral bracing required where shown++ }� -L SEQ.: K13 4 5 916 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 then 5.Design assumes trusses are m be used In a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for ary ondglarc mune. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing er all supports shown.Shim or wedge:f EXPIRES:12/31/2016 hi ssary. fabrication.handling,shipment and installation olcomponenis. 7.Design assumes adequate drainage is provided. August 1 0,2015 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIANICA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. 0.Digits indicate size of plate in Inches. MTek USA,Inc./CompuTrus Software 7.6.6(tL)-E to.For basic connector plate design values see ESR-1311,ESR-1988(Mick) This design prepared from computer input by PACIFIC LUMBER-BC • • LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #140TH 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) 369 12-13=(-101) 656 12- 4=(-141) 3B3 WEBS: 2x9 KDDF STAND 3- 9=( -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) 33B 8-13=(-142) 382 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 8-) -565) 33B 13- 9=(-196) 181 TOTAL LOAD = 42.0 PIF 7- 8-) 0) 0 8- 9=( -887) 397 NOTE: 2x4 BRACING AT 29"00 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) 9-11-11 A2-UO-10 1 9-11-11 f 0'- 0.0" -241/ 1038V -220/ 220H 5.50" 1.66 KDDF ( 625) f22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 4-00 / ,/ 3-10-04 2-01-07 1F00- 5 I 3-10-04 4-00 '� 'I � '1y / ,/ h 4 ,i F ( 5 1 Fl t f >e Spec g- 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" f ' 'l 1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7 12 MAX LL DEFL = 0.019" @ 11'- 0.0" Allowed = 1.054" 12 MAX TL CREEP DEFL = -0.035" @ 11'- 0.0" Allowed = 1.906" 12.00 V N 12.00 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" M-9x6 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed - 0.133" �� 4�M-4x6 MOZ- LTLL DLL = 00.0007" @ 21'- 6.5" M-3x4 IF Design conforms to mainwindforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l-6, • Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 M .4441111LI p M oI f- IIiIII �4 _ o = 12 13 1. 0 o M-3x4 M-3.8 M-5x6(5) M-3x8 M-3x4 0 y y y y . .D PR OFFS 7-08-08 6-07 7-08-08 y 10-00 y 12-00 y � .,SAP -40, -1�� y 1 • 1-00y 22-00 1-00 89782PE r"`' • JOB NAME : 7-D POLYGON 7-D NH - C2 �/ � J • Scale: 0.2557 - • • WARNINGS: GENERAL NOTES, unless otherwise noted: - !/f������ � 1.Builder and erection contractor sh ld beadvised at all General Notes 1 This design's based only upon the parameters shown and is for an lndry dualriP 40.41. ay.X' Truss: C2 and Warnings before construction ommenes. building component.Applicability of design parameters and proper 2.7t4 compression web bracing mu be installed where shown+. incorporation of component Is the responsibility of the binding designer. 3.Additional temporary bracing to In re stab ty during construction 2.Design assumed the top and bottom chords to be laterally braced at t Y o.c.and at 10'o.c.respectively unless braced throughout their length by ate- -\. is the responsibility of the erector. tldltlenal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - - DATE: 8/10/2015 the overall structures the respons inty of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ . ' SEQ.: K1345917 4.No load should be applied to any cymponent until after at bracing and 4.Installation of truss the responsibitly of the respective contractor. fasteners are complete and at no line should any loads greater than 5.Design assumes trusses are to be used In a nontonoswe environment, TRANS ID LINK desgnmaddbeappkedmanv omponem. and are for"dry condlnan of us. EXPIRES:12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Dee�igsn�asumesfullbeeringataksupportsshown.Shimorwetlgeif August 10,2015 fabrication,handling,shipment and installation of components. Amen pally 7.Plates assumes adequate tothifage is truss, 6.This design Is furnished subject to the limitations set forth by 8.Plates shallbelocated on both faces of truss,antl placed so their center TPINJTCA In BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Diggs 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 22'- 0.0" TC: 2x9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 8=(-93) 842 3- 8=(-377) 349 BC: 2x4 EDIT #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1099) 254 8- 9=(-52) 551 8- 9=(-249) 614 3- 9=( -987) 431 9- 6=(-93) 715 4- 9=(-249) 614 LOADING 4- 5=( -987) 431 9- 5=(-377) 349 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+UL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1099) 254 6- 7=( 0) 80 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -187/ 1038V -307/ 307H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -167/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 P50'. IQ9.NWa-lgi.�ra.-.e.-,I,.AA...-. -_nick 1 :_ alk..-., ' g. 11-00 11-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-07-10 5-04-06 5-04-06 5-07-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f f f f f MAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.054" MAX TL CREEP DEFL = -0.051" @ 7'- 5.1" Allowed = 1.406" 12 12 12.007 M-4x6 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 12.00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 4.0" 4 MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5" iq 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 /1M-1.5x3 3 M oJ, f2millim' imioi o B yn o M-3x9 19-3x4 M-3x5(S) M-3x4 of M-3x4 0 y y y l 7-05-01 7-01-13 7-05-01 • b y y {+ �t) P R pF�10-00 12-00 � G[NE • `>ol 1 o 22-00 1-oo .' - .89782n 1`e JOB NAME : 7-D POLYGON 7-D NH - C3 • • Scale: 0.2279 '- ' WARNINGS: GENERAL NOTES, unless otherwise noted. Truss C3 1.Balder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown ands for an lndnidual l' OREO N a.5 and Warnings before construction commences building component Applicability of design parameters and proper ".rAi. (' 2 2,4 compression web bracing must be installed where shown+, Incorporellon of component Is the responsibility of the building designer. .42':F .- incorporation Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced al gjx.- i�L7�.2r.. y 4�._ DATE: 8/10/2015 's the responsibility of the erector.Additional permanent bracing of 2ontlnuous sheathing n rain as sty unless braced throughout their length by / T l •7 `` the overall structure Is the responsibility of the balding designer. c gate plywoodoinrequiredwh and/or 4 tlrywell(BC). �`` SD' K 13 A 5 918 4.No load should be applied to any component until after at bracing3.Installation4.2Impact bridging or latera l bracing required where shown++ AAU.L. - Ta. _ Q• fasteners ere complete and at no time should a loadsgreater than d 5.Design of es trusses Is the rreton bere to useility I the respective contractor. v TRANS ID: LINK design 10ed baa m eneot'dty ondihoaofuse. dmanon<orreameembonmenq - - g 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 assumes full bearing at all supports shown.Shim or wedge if �/ c fabrication,handling,shipment and Installation ofcomponents. 7ry .1 EXPIRES:12/31/2016 6.This design i8 furnished subject to the lin-Mations set forth by 5.Designsassumes el c ted on adequate drainage is trus;dad. August 1 0,2015 e.Platen nlocated de both faces of buss,and placed so their center TPNWTCA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate sae 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 • • • 22-00-0 GIRDER SUPPORTING 24-08-08 FROM 10-00-00 TO 16-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=( 0) 80 2-10=(-738) 3566 10- 3=( 0) 202 TC: 2x6 KDDF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-5948) 1170 10-11=(-738) 3564 3-11=( -176) 204 WE: 2x6 KDDF STAND; LOADING 3- 4=(-5194) 1226 11-12=(-706) 3598 11- 9=( -558) 2520 WEBS: 204 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4102) 1088 12-13-(-666) 3598 4-12=(-2030) 592 2x6 KDDF #2 A 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-9109) 1088 13-14=(-930) 9728 12- 5=(-1479) 5530 TC UNIF LL('i 6- 7=(-5268) 1298 14- 8=(-936) 9756 12- 6=(-2176) 639 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LLC 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 6-13=( -612) 2622 BC UNIF LL( 283.9)+DL( 213.0)= 996.9 PLF 10'- 0.0" TO 16'- 0.0" V 7- 8=(-7246) 1588 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( 0) 80 13- 7-(-1556) 439 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'- 0.0" TO 22'- 0.0" V 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= 2492.0 LBS @ 18'- 0.0" BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL O'- 0.0" -955/ 4328V -306/ 316H 5.50" 6.93 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN nails staggered at: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -1276/ 5702V 0/ OH 5.50" 9.12 KDDF ( 625) 9" o in 1 row(s) throughout 2x9 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 webs, 9" oc in 2 row(s) throughout 2x6 webs. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 11-00 11-00 I MAX TL CREEP DEFL - -0.001" @ -1'- 0.0" Allowed = 0.133" ,( '( MAX LL DEFL = 0.061" @ 14'- 1.7" Allowed = 1.054" 4-01-12 4-00 2-10-04 -10-04 9-00 4-01-12 MAX TL CREEP DEFL = -0.169" @ 19'- 1.7" Allowed - 1.906" ,( T ff MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" 12 MAX TL CREEP DEFL = -0.001" @ 23'- 0.0" Allowed = 0.133" 12 14-4x„ 12.00 712.00 MAX HORIZ. LL DEFL = -0.015" @ 21'- 6.5" Q On MAX HORIZ. TL DEFL = 0.034" @ 21'- 6.5" 5 ' HANGER TO APPLY CONC. Mii 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 3• ' system and components and cladding criteria. M-3X5 M-3x5 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), J 'Is, (All duration factor-1.6, Truss designed for wind loads in the plane of the truss only. +@ A +-Laterally brace to roof diaphragm. M-3x4 M-3x6 +-2x9 brace required \r JJ M-5x10 -�(� Mo 9 'Y �'i11 _e �. a e� 'u-, 414 un N 12 13 14 8 II �M-5x10 M-1.5x3 M-6x8 0.25" M-3x5 M-3x8 to p i'- o ���� PRQF�i:' y y +.y M 7x�1s) y ++ 24428 y , GINE 7G' �1 A2651# 4-00 3-10-04 3-01-12 ',3-01-12 3-10-04 4-00 y y y $-9782PE 1. 1 1-00 22-00 1-00 JOB NAME : 7-D POLYGON 7-D ''NH - C4 o scale: 0.1932 ''''I' OREGON�4'. WARNINGS: GENERAL NOTES, unless otherwise noted: f/ I.Builder and erection contactor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an IndNidual 9 e n�r ,.t j Truss: C4 and Warnings before construction commences. building component Applicability of design parameters and proper F? I `,-4 incorporation of component Is the responsibility of the building designer. t 2.2x4 compression web bracing mtslbe Installed where shown«. 2.(Design assumes the top and bottom chords to be laterally braced at R}1 U.L 3.Additional temporary basing to Insure stability during construction 2'o.c.and at 10 o.c.reepeotively unless braced throughout their length by i•1 t,•/ Is 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 Is the respors blllty of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4 No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbibry of the respective contractor. SEQ.: K13 4 5 919 faMenere are complete and at no oma shamd any bads greater than s.Design assumes busses are to be used n a non-corrosive environment, EXPIRES:7 2f31/`� 1 f`5 design loads be applied to any ea portent. and as for"dryfull condition..ofuse.e. TRANS ID LINK 8.Oeslgnassumesfulibearingalall suppo sshown.Shimorwedge August 10,2015 s.CompuTrus nes no control over d assumes no responsibility for the nem-, fabrication,handling,shipment a�td 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,end placed as their center TPIIVrCA in SCSI,copies of waich will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ino.ICompuTru9 Software 7.6.6(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-7908(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 DF #158TR TOP CHORD LL + DL = 32.0 PSF M-3x6(5) 11-02-04 f PROVIDE SUPPORT M-5x8 4�1 12 M-3x6 8.49 1 y b 4-02-03 M-3x6 I M-3x6 I M-3x8 M /- O PTA O f V IN 1-07-02 11-03-12 4:k 89782PE JOB NAME : 7—D POLYGON 7—D NH — CR 17-01-01 i Scale: 0.4082 i /n �v' �f.., WARNINGS: GENERAL NOTES, unless otherwise noted -A- OREGON r'a't Truss: CR1Bolder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and iis for an Indrvdual IX and Warnngs before construction commences budding component.Applicability atdesign parameters and proper sy Tl p _ 2.2x4 compression web bracing must be installed where shown e. ncorporaton of component Is the responsibility of the building designer. � / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be lateratry braced at UL �` 1 -. s the responsibility of the erector.Additional permanent bracing of 2 o c.and at 70 o.c.respedlvery unless braced throughout their length by DATE: 8/10/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.2z Impact bridging or lateral bracing required where shown++ SEQ.: K1345920 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, �/ C r�jq-1 r}/{y�v TRANS ID: LINK design loads be applied is any component. and are for"dry contlhion'"of use. EXPIRES_ 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes toll bearing at all supports shown.Shim or wedge If { fabrication,handling,shipment and Installation of components. pace cery' Augus10,2015 B.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is provided. 8.Plates shall be located on both faces of truss,and placed so their center TPIAVICA inI3151,copies of which wtll be furnished upon request. lines coincide with joint center lines. e.Digits Indicate see of plate in Inches. MiTek USA,Inc./CompuTrus Software 6.2.3(IL)-Z 10.For basic connector plate design values see EBR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9-(-103) 834 8- 4=(-111) 492 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PDF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 1098 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)2 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ('OND. 2: Dom:.r_+.-ae.a.►:.�.-- as=- -.. 1..Z ` '>✓�k+y-'r`"✓g' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.• VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 / system and components and cladding criteria. f f Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5-09-04 5-02-12 5-02-12 5-09-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ffload duration factor=l.6, 12 • 12 End vertical(s) are exposed to wind, M-4x6 Q 6.00 Truss designed for wind loads 6.00 in the plane of the truss only. 4 .F,( M-1.5x3 M-1.5x3 3 5 • M r 1 M-3x9 M-3x5(S) M-3x4 M-3x4 0 M-3x9 o J, y y )' 7-06-03 6-11-11 7-06-03 � y y y C�� p❑OF. 12-00 10-00 * ' . y 1, . 5. NG1NE i 00 22-00 1-00 � � � � ;?:1.- ` 1 :9LP � • JOB NAME : 7-D POLYGON 7-D NH - G1 .. . . Scale: 0.2557 ,r WARNINGS: GENERAL NOTES, unless otherwise noted' 9 •.�GOIV I Balder and erection contractorshould beadvised of all General Notes 1.This design Is based only upon the parameters shown ands for an Individual GON �_- Truss: G1 and Warnings before construction commences building component Applicability of design parameters and proper 2 2x4 compression b bracing st be Installed where shown+. corporation of component s the responsibility of the building designer. ,�R' " �_ press on we g m 2 Design assumes the top and bottom chortle to be lateraIN braced al a l r I 3 Additional temporary bracing to sure stability duringconstruction 2'o c.and at 10 o.c.respectively unless braced throughout their length by .1 '''.' � V is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R�_PA U1_ ,` DATE: 8/10/2015 the overall structure is the respo ibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown+« SEK13 4 5 921 4 No load should be applied to any component until after all bracing and 4.Inataltaton 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 trusses are to be used In a non-corrosive environment, design loatls be applied to any camponen[ and are for"dry condition'dues. TRANS ID: LINK 6.Design assumes mgbearing atall supports shown Shim orwedge If EXPIRES:121311 16 • 5.CompuTrus has no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so(heir center TPIMTCA in SCSI,copies of which will be famished upon request. lines coincide with joint centerlines. 9.Digits indicate ace of plate in inches. MITek USA,Ino./CompuTfU5 Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESO-1988(MiTek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF TRUSS SPAN 22'- 0.0" OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci�g LOAD DURATION INCREASE = 1.15 BC: 2x4 RIDE #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. CON. 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 = 92.0 PSF load duration factor=1.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UCN. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 1' 1' 12 6.00 I IM-9x4 12 3 Q 6.00 rn 0 2 ' 4 11I1IIIIIIh7 O 1 �8 �' 5 17, O O M-3x5(5) o M-3x4 M-3x9 l y 12-00 10-00 - y ----,I, - e `p I'1'3•—. :• 1-00 22-00 :97$2PE JOB NAME : 7—D POLYGON 7—D NH — GGE Scale: 0.3682 lir- • WARNINGS: GENERAL NOTES, unless otherwise noted. 'OREGON 1',,,.. 1.Builder and ereconcontractor should beadvised ofall General Notes 1.This design sbased only upon the parameters shown and sfor an individual 4� Truss: GGE and Warnings before construction commences. building component.Applicability of design parameters and proper • S.2x4 compression web bracing must be installed where shown+. ..;r•- Incorporation of component Is the responsibility of the building designer. n� �j 3.Additional temporary bracing to insure stability during construction 2.2 s o,and at 10 the top and bottom chortle to d throughoutlly their sed at 9,Sx� ��4f-^� V is the responslblleg of the erector.Adtl tonal permanent bracing of continuous2oand at l0 o.c respectsety unless braced throughout length by �T T v DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 20Impact sheathinginsuch as acing e requirediwhere shown er tlrywall(SC). PAUL. y-a� 1 _ 3.2x Impact bridging or lateral bracing where shown+♦ U - SEQ.: K1345922 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end are or"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the H.Design assumes full bearing at all supports shown.Shim or wedge if fabdcatlon,handling, Designens EXPIRES:72/311 ai shipmentc and limitations agon o(components. 7. assumes adequate drainage is provided. August 10,2015 B.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 TPIMRCA 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,IncJCofnpuTms Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RUDE #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-9-(-99) 81 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x9 DF STAND; 2x9 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORE BAG REQUIRED BRG AREA TO LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 92.0 PSF 1'- 0.0" -24/ 205V -18/ 4311 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PEE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" • BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004" @ 2'- 4.0" 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 windforce-resisting 12 system and components and cladding criteria. 4.00 Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 N I t` O I tnt f . q11 1 M O M-3x8 M-3x6 M-1.5x3 J., i ,L 3-b0 l 4-00 y Q,ED PRQ� tS' ' 89782Pt • e- JOB NAME : 7-D POLYGON 7-D ';NH - E1 •. - • Scale: 0.6150 ice'}• OREGON/+� WARNINGS: GENERAL NOTES, unless otherwise noted. ,It .1AI=�.71./N(?5.°� T. 1.Builder and erection contractor eh uH be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Indtvldual G �t Truss: El and Warnings before construction commences. building component Applicability of design pare meters and proper � � R i' 6r ` ��_ 2 2x4 compression web bracing mint belnStall°d where shown iii. incorporation of compose tis the responsibility of the building designer. - "T- (]y 3.Additional temporary bracing to In re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at PA L1.._ T`.. Is the responsibility of the erector.Addd onalpermanent bracing f 2'es.and at to o c respectivelysuch unless braced throughout their length by p ity g o continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). _ .. DATE: 8/10/2015 the overall structure is the respon*Iblity of the building designer. 3.2x Impact bridging or lateral bracing required where shown n< No load should be applied to any(component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. S EQ. : K13 4 5 92 3 4.fasteners are complete and at no(Ime 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 loads be applied to any component. andareassumes fullbe tingata. 5.CompuTruc has no control over and assumes no responsibility for the 6.DeeCe sa ssumes Nll bearing al all supports shown.Shim or wedge it August 10,2015 sponsi y B,, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design N furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center TP WJICA In BCSI,copies of whi6n will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.ICompuTros 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 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 1-2=(-29) 19 1-3=(0) 0 WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 ROOF ( 625) JT 1: Heel to plate corner = 5.25" 4'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �e e - s - - '' - - `' ` - -- - 9 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORI Z. TL DEFL = 0.003" @ 3'- 11.2" 12 Design conforms to main windforce-resisting 9.00 I7 system and components and cladding criteria. Wind: 190 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, IfTruss designed for wind loads in the plane of the truss only. N I I` O rl 1 r.-, 104 I + 1O o q ____..--w .\ �` M-3x8 M-3x6 1 y '�p PR are-.,3-00 y ya r �� ' 4-00 . - , _ C20 • 'PROVIDE FULL BEARING;Jts:9,3,2I A1. :9. 82'P E _. JOB NAME : 7-D POLYGON 7-D NH - E2 ,r Scale: 0.9459 a qE' ON ' WARNINGS: GENERAL NOTES, unless otherwise noted TjJ (� T. 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 -({ Truss: E2 and Warnings before construction commences. g component Applicability redesign parameters and building para me proper "-- �/? J 2 2,4 compression web bracing must be"stalled where shown+ -- incorporation or component Is the responsibility of the building designer. / �i\ J 3 Additional temporary bracing to Insure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced at {� V is the responsibility of the erector.Additional permanent bracing of 2'"tin and at 17 o c.rsuch as ely unless braced throughout their length by - DATE: 8/10/2015 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - ' SEQ. : K1345924 4.No load should be applied to any component until alter alt bracing and 4.Installation st truss isthe responsibility ofthe respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are m be used in a non-corrosive environment, TRANS ID: LINK desgnmadsbeavptiedmany component. and are for"dry condiion"of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at an supports shown.Shim or wedge i( August 10,2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design h furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPWIICA In Boll,copies of which will be furnished upon request. lines coincide will/Joint centerlines. 9.Digits Indicate slze 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 SPECIFICATIONSTRUSS 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: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-18) 85 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" -50/ 287V -32/ 99H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -165/ 174V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 65V 0/ 0H 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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" 'f rijimm. Design conforms to main windforce-resisting system and components and cladding criteria. 12 12.00 1 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0° load duration factor=l.6, °11 0 9 Truss designed for wind loads in the plane of the truss only. v 0 N M f O 0 A .I ,r, _, 0 M-3x4 y 1-00 y y (PROVIDE FULL BEAR$NG;Jts:2,3,9 I 8-00 Ep p8Q'es 09'782PE • l'-'- JOB ..JOB NAME : 7-D POLYGON 7-D NH - J1 Scale: 0.6125 i./ / .lr_. WARNINGS: GENERAL NOTES, unless otherwise noteindividual :OREGON a�xJ 1.Builder and erection contractor Ii Id b advised of all General Notes 1.TNs design Is based only upon the parameters shown and Is for an ind vidual O 1.771!NI VV y� ate_- Truss: Jl and Warnings before const tl h ces building component.Applicability of design parameters and proper �t �J �s( 2 204 compression web bracing51stb installed where shown•. Incorporation of component lathe responsibility of the building designer. "'rI /y .A fj�.. 3 Atldklonal temporary bracing to haute stability during construction 2.Design assumes the top and bottom lesschobr to be latently Crated al Arir Tl f ``J is the responsibility of the endo.Additional permanent bracing of 2'o.c.and at 10 o c respectively unless braced throughout their length by (]v continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' A,q U L 1'1:: DATE: 8/10/2015 the overall structure Is the respo sibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown++ SEK1345925 4.No load should be applied to an component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q•: fasteners are complete and at n time should any loads greater than 5.Design assumes cusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry conditioni of use. TRANS ID: LINK 5.CompuTrushasnocontroloverIndassumesnoresponsibilityforthe e.°e�lg"�ryaemeamnbearingatall suppose shown.Shim orwedge it L EXPIRES:12/31/2016 fabrication,handling,shipment And installation ofcomponents. 7.Design assumes adequate drainage is provided. AU9USt 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCS(,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(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 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 80 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-90) 113 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 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" -3/ 358V -61/ 161H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -198/ 181V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 POE 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 spaci REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. l�g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 3-11-11 MAX BC PANEL LL DEFL = -0.026" @ 3'- 6.6" Allowed = 0.354" T T MAX TC PANEL TL DEFL = -0.044" @ 2'- 2.3" Allowed = 0.503" 3 MAX BC PANEL TL DEFL = -0.122" 9 4'- 1.4" Allowed = 0.472" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 12.00 0 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. a m o f so o M-3x4 4 J. 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 y - &9782PE JOB NAME : 7-D POLYGON 7-D NH - J2 6/ Scale: 0.5625 •V. s BM WARNINGS: GENERAL NOTES, unless otherwise noted /1 �} Truss J2 Builder and ereconcontractorshouldbeadvisedofallGeneralNotes 1.This design s based only upon the parameters shown and Is for an ndhiduat I? ©RECON and Warnings before construction commences. building component.Applicability of design parameters and proper "!C 2 2,4 compression web bracing must be Installed where shown+ incorporation of component la the responsibility of the bu lding designer. �� 3.Additional temporary bracing to insure stability during constructor 2 Design assumes the top and bottom chords to be laterally braced at yff+ +' �\f +t s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at tM o.c.reach en sly unless braced throughout their length by /7+ 7 f DATE: 8/10/2015 the ouster structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)endlor drywall(BC). f1 - SE4• 4.No load should beapplied to anen 3.2c Impact bridging or lateral bracing required where shown++ BA IL `Y K1345926y component until alter all bracingd 4.Installation of truss is Me responsibility of the respectNe contractor. v fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS D. LINK design loads be applied to any component. ansae or condition"of use. 5.ComnpuTrus hen no control ocererd anwutnes no responsibility for the 6.neaig assumes full bearing at all supports shown.Shim orwedge if EXPIRES:12/31/2016 fabrication,handling,shipment and installation of components. acery. 76.This design is furnished subject to the limitations set forth by a.Design shall ha lc ted neothl face to truss,rsia. August 10,2015 e.Plates shell be located on both feces of and placed so their center TPIAVICA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 -E S.Digits indicate size of plate in inches. 7.6.6(ILYE P ( t0.For basic connector plate design values see ESR-131 t,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 #1&0TH 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=(-149) 159 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0- 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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE 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 PSF 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 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" ffMAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -,/ MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL - 0.249" @ 3'- 2.0" Allowed = 0.524" Q MAX BC PANEL TL DEFL - -0.229" @ 4'- 1.4" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 12.00 17 Design conforms to main windforce-resisting system and components and cladding criteria- . Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, c ti Truss designed for wind loads • I in the plane of the truss only. 0 • • rn o f i rail 0 • M-3x4 J. y 1-00 y 8-00 y -..c p tPR1Qkc 1PROVIDE FULL BEARING;Jts:2,3 4 I .t,`e;'' 31 N�e-Ce-ja. �c, :9782PE I"' JOB NAME : 7-D POLYGON 7-D ',NH - J3 - -� Scale: 0.4574 , , / - WARNINGS: GENERAL NOTES, unless otherwise noted: 1=e /'x OfAl s� 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 ndroidual © L.7(DI'oiV y, �- -. Truss: J3 and Warnings before constmdor commences. building component.Applicability of design parameters and proper (/ 'J 2.2x4 compression web bracing most be Installed where shown-. corporation of component s the responsibility of the building designer. �4 '`5 q R y/-i$. 3.Additional lam bracing to sure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at al 7 1\ j temporary g ty ng cons T o c and at 10 o.c.respectively unless braced throughout their length by (� e],`V is the responsibility of the erecto Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAX Lit. 1.-`"-. DATE: 8/10/2015 the overall structure is the respo sibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e v SE K 13 4 5 9 2 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q• fasteners are complete and at n time should any loads greater than 5.Design assumes trusses are to be used ina noncorrosive environment, design loads be applied to any mponenL and are for"drycondition'of use. �y/fq ppC TRANS ID: LINK 6.Design assumes full bearing at all suppodsshown.Shim orwedge if EXPIRES:12/31/2016 • 5.CompuTrus hes no control over nd assumes no responsibility for the necessary. + fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject tb the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WJ1CA In BCSI,copies of which will be furnished upon request. tlode with enter lines. gpiess idsizeof ticto inches. MiTek USA,Int./CompuTrua Software 7.6.6(10-E 10.For basic connector plate design values see ES12-1311,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"01. 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. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci4g. 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" f f 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" 1( 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, 12 Truss designed for wind loads in the plane of the truss only. 12.00 P7 M-1.5x3 \ 0 m M O /-- Lo PAWIIMIIIIIIIIIIIIM 1 M-3x4 M-1.5x3 y 1-00 y 8-00 y - ,-ea GT E.�.1<� _ 'PROVIDE FULL BEARING:Jts:2,5,4 I • /. i'� 0 g 89782-PE" • 1'" JOB NAME : 7-D POLYGON 7-D NH - J4 -'_ �-._ �► Scale: 0.3686 WARNINGS: GENERAL NOTES, unless otherwise noted: y� R' 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 "' I OREGON e1 . Truss: J4 and Warnings before construction commences building component Appicablty of design parameters and proper /�jI (�, Nr 2 2x4 compression web baring moat be 1 slalletl where shown+ incorporation of component Is the responsibll ty of the building designer. f/) G V 3 Additional to poary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at 7 "f RY'�J' � �- Isthe responsibility of the erector.Additional permanent bracing of 2'o c.and at 10 o c.rsuch as plywoodly unless braced throughout their length by `` DATE: 8/10/2015 the overall structure Is the responsibilitythe des continuous sheathing such as sheathing(TC)and/or drywall(BC) ` + l ofbuilding designer. 3.2x Impact bridging or lateral bracing required where shown++ .1... SEQ. : K 13 4 5 9 2 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-corrosive environment, TRANS I D• LINK design mads be applied to any component. and are forary onmbant of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppods shown.Shim or wedge if EXPIRES:12/31/2016 dlin si fabrication,han g,shipment and Installation of components. 7.Designn assumes adequate is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedd onon both faces of truss,and placed so their center TPIAN1CA In BCBI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate she of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 1O.Far basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC • • LUMBER SPECIFICATIONS TRUSS SPAN 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-(-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 <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA OVERHANGS: 12.0" 23.7" i LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 449V -140/ 3980 5.50" 0.72 KDDF ( 625) 7'- 9.5" -58/ 230V 0/ OH 5.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -327/ 410V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci>I1g. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP A 9-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 f 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" ro MAX HORIZ. TL DEFL = -0.007" @ 7'- 10.9" 4 Design conforms to mainindforce-resisting system and components and cladding criteria. ii Wind: 140 mph, h=24.2ft, TCDL=9.2,BCDL=6.D, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=1.6, 12.00 7 Truss designed for wind loads in the plane of the truss only. till M-3x5 I 0 3 `� .� Fr, � I -. o M-3x4 M-1.5x3 y y y y ���R�G . FF / 1-00 8-00 1-11-11 • .� .0. !PROVIDE FULL BEARING;Jts:2,6,4 I 8-9•782-Pt JOB NAME : 7-D POLYGON 7-D NH - J5G% Scale: 0.3299 WARNINGS: GENERAL NOTES, unless otherwise noted: S.} 1.Builder and erection contracto h Id badvisedofallGeneralNotes 1.This design iabased only upon the parametersshown and s for an ndnidual '9 OREGON �„ Truss: J5 and Warnings before construction mmences. building component.Applicability of design parameters and proper --'1;i•'. /. jrY (11‘j• 2.244compresson web bracing mus beinstalledwhere Mown+. incorporation of component is the responsibility of the building designer. `.C1� � .iiy. G 3.Additional temporary bracing tons re stability during constructor 2 Design assumes the top and bottom chorda to be laterally braced al • 7 • J v..:' Is the responsibility of the erector. dd uonal permanent bracing of 2 si and at 10 sc.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure is the respons of the building continuoussheathingsterlbah as cwo reod sheathneresown+g(TC)and/or drywell(BC) PAUL.. '' illy designer. 3.2x Impact bridging or lateral bracing required whore Shawn++ SEQ.: K1345929 4.No load should be applied to any c mponentuntil after all bracing and 4.Installation o/tru sisthheresto responsibility itydithe in a nrspocnoeic ntract r. fasteners are complete and at no ti a should any loads greater than Design assumes design nada be applied to any co portant. and are for'dry condmon'•of use. �/ y }}q�]i>�7(y TRANS ID: LINK 5.CompuTrus has no control over an a responsibility for the 6.Design assumes ull bearing at all supports shown.Shim or wedge if EXPIRES. 127 7 1/2016 necefabrication,handling, scary shipment and installation of et fortheyts. 7.Design shall assumes adequate drainage Is provided. August 1 0,2015 6.This design rs furnished subject to Me limitations sal forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIN✓ICA In BCSI,copies of whI 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 11'- 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 2-6=(-191) 172 3-6=(-298) 209 BC: 2x9 KDDF #1&ETR SPACED 29.0" O.C. WEBS: 2x4 ROOF STAND 2-3=(-399) 303 3-9=(-378) 313 LOADING 4-5=(-129) BB TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 964V -183/ 940H 5.50" 0.74 KDDF ( 625) 7'- 9.5" -81/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -263/ 334V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -93/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-11-11 A GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/1130 5 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed = 0.343" MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.5" Allowed = 0.972" 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. 9 Wind: 190 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12.00 ' Truss designed for wind loads in the plane of the truss only. 0 1 ti M-3x5 3 fy M O L_ L r� o _. 0 1 M-3x9 M-1.5x3 1-00 8-00 3-11-11 YVNC71 ;ISZEC 'PROVIDE FULL BEARING:Jts:2,6,4,5 I - p'T JOB NAME : 7-D POLYGON 7-D NH - J6 • Scale: 0.2679 / WARNINGS: GENERAL NOTES, unless otherwise noted / ,2t 1 /y "�rJ TrussJ6 Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and D for an individual =7 'd1R EG V N and Warnings before construction commences budding component Applicability of design parameters and proper 7�t v 2 2x4 compression web bracing mull be In51 fled where shown+. Incorporation of component s the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during constructor 2.Design assumes the top and bottom chorda to be laterally braced at �vs �1 _ 's the responsibility of the erector.Additional permanent bracing of 2 o c.and at I0 o.c.respecstey unless braced throughout their length by TJX. DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impactcontipbruous idging sheathing lateral bracisuch as ng re uirel wheresh wn+drywell(BC) ,4 A 1V SQ• 4.No bad should beapplied to en ponen gen 9ng or bracing required where shown++ IVI E K 13 4 5 9 3 0y component until after all bracing d 4.Installation of russ is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK dedgn loads be applied to any component. and aremrtlrymnddionor use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes toll bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary.ass eV'p�p[-"�. 12131/2016 6.This design is furnished subject to the limitations set forth by 7.PlaDetes shall be adequate to othlf c e is prom,and d. AUg USt 10,2015 R L 8.Platescoincide )oltl on both/aces of truss,antl placetl so their center TPINVICA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits Indicate sae of plate in Inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 11'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPROIEICATIONS 1-2=( 0) 80 2-6=(-148) 176 3-6=(-253) 213 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=(-328) 247 BC: 2x4 KDDF STANDR 3-4=(-308) 256 WEBS: 2x4 KDDF STAND LOADING 4-5=( -89) 62 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF HEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -38/ 468V -167/ 402H 5.50" 0.75 KDDF ( 625) 7'- 9.5" -81/ 225V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -223/ 287V 0/ OH 1.50" 0.37 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 0.0" -64/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: 0-,.-1i.a.a.o.-ca+-c l..'.•....+-_- ..-1..J 1. e-- maca ."..✓g• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 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" 41 MAX HORIZ. LL DEFL = -0.007" @ 10'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 10'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, • i Truss designed for wind loads 12 in the plane of the truss only. • 12.00 P 0 1 N O I M-3x5 ti 3 6B MAiiiillii4 k O ,, t \.k... 10 M-3x9 M-1.5x3 <IV P.ROpt- y yy pi, GINE� , :/��� 1-00 8-00 3-00 'PROVIDE CULL BEARING;Jts:2,6,4,5 I 89782n E w- JOB NAME : 7-D POLYGON 7-D NH - J75cale: 0.2991 WARNINGS: GENERAL NOTES, unless otherwise noted - • ,a OREGON ", 1.Builder and erection contractor s ould be advised of all General Notes t This design s based only upon the parameters shown and is for an individual T' incorporation J7 and Warnings before construdlo commences. building component.Applicability of design parameters and proper �� Gf��b 2 1 • 2.34 compression web bracing m st be Metalled where shown 4. Ir�corporahon ofcemponenl is the responsibility of the building designer.9thI fG 3.Additional temporary bracing to 1 sue stability during construction 2.Design assumes the top and bettom chordsm be laleratly braced at NI`�� 2'o c and at 10'o.c.respectively unless braced throughout their length by >� A `,, s 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 Is the respo IbIMy of the building designer. 3.2x Impact bridging or lateral bracing required where shown+0 _. SEK1345931 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 trusses are to be used m a noncorrosive environment, design mads be applied to any portent. and are for"dry full bearing g use TRANS ID LINK B.Design assumes ullbearnBatall wpportsshown Shim orwedge ll EXPIRES:12/31/2018 S.CompuTrus has no control over nd assumes no responsibility for the race_ , + fabrication,handling,shipment a d Installation of components. 7.Design assumes adequate drainage Is provided. August 10,2015 6.This design is furnished subject t the limitations set forth by e.Plates shall be boated on both faces of truss,and placed so their center TPIANlCA In BCBI.copies of wltich will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate In inches. MiTek USA,IncJCompuTrce Software 7.6.6(1 L)-E to.For basic connector plate design values see ES12-1311,EBR-1988(Wok) 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=(-65) 115 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-213) 0 5-7=(-84) 145 5-3=( 0) 71 LOADING 3-4=( -23) 40 3-7=(-161) 93 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 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" 0'- 0.0" -29/ 380V -61/ 1610 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 24 "oc spaciig. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T I' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4 MAX LL DEFL = -0.007" @ 2'- 9.2" Allowed = 0.170" MAX TL CREEP DEFL = -0.011" @ 2'- 9.2" Allowed = 0.226" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 12 MAX BC PANEL TL DEFL = -0.034" @ 5'- 0.2" Allowed = 0.290" 12.00 P7 01 M-4x6 MAX HORIZ. LL DEFL = 0.011" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.014" @ 7'- 7.6" Design conforms to main windforce-resisting # system and components and cladding criteria. up Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, m Truss designed for wind loads in the plane of the truss only. 111.1111.11.111.11....1111.111111111ill:c .o -/ El 7 Lo m r''- M-1.5x3 o o 111.----M1-1 M6 3x4 0 M-3x4 M-3x5 l 1 y 2-09-04 5-02-12 l y l l 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING;Jts:2,9,7 I X,. t 1D P R O/`j ' ®97$2PE JOB NAME : 7-D POLYGON 7-D NH - J8 Scale: 0.5500 _/ / - WARNINGS: GENERAL NOTES, unless otherwise noted Truss J8 1.Builder and erection contractor should beadvised ofall General Notes LThis design sbased onyupon the parameters shown and sfor anindividual 174,'OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper _ F) _ � component 2 2x4 compression web bracing mumtoenstalled where shown+. incorporation ofmponent is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterallyo braced at �- O y,A:-.t � is the responsibility of the erector.Additional permanent bracing of 2 conto.c.inuous and at 10'o c.rsuch as ly unless braced throughout their length by al 7 i DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. contnuous sheathing such as plywood sheathng(TC)and/or drywall(BC). (]� 4.No load should be applied to 3.2s Impact bridging or lateral bracing required where shown++ U L- ,- SEQ.: K1345932anycomponentuntilaaerallbracingand 4.Installation of buss is the responsibility ofthe respectNecontractor. • fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for condition"or use. 5.CompuTrus hes no control over and assumes no responalblliy for the 8.Denecessary. ssumes evil bearing et all supports shown.Shim orwetlge If E } I R ES:12/3-11201 fabrication,handling,shipment and installation of components. } 8.This design is furnished subject to the limitations set forth by 7.Pltlsgn elceddrainageistrusisea. August 10,2015 8.Plates shall be locateds on both faces of truss,and placed so their center TPIAMCA In BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits Indicate size of plate In Inches. 1 o.For basic connector plate design values see ESR-1311,ESR-181313(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC • TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) BO 2-6=(-122) 184 6-5=( 0) 23 TC: 2x4 KDDF #15BTR LOAD DUSPAIED INCREASE = 1.15 BC: 2x4 KDDF #16:BTR SPACED 24.0" O.G. 2-3=(-289) 43 5-7=(-157) 234 5-3=( 0) 71 3-4=( -87) 73 3-7=(-259) 174 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT 6= 12"OC: UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • • TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -26/ 435V -90/ 224H 5.50" 0.70 KDDF ( 625) OVERHANGS: 12.0" 0.0 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. •.. •-- .. - - - - •- 9• VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR DS P AC LIOE LOAD. TOP 5-11-11 AND BOTTOM CHORq LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1 MAX TL CREEP 1 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" 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 windforce-resisting system and componentsand cladding criteria. 1 2.00 Wind: 140 mph, h=22.2ft, TC DL=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 M-4x6 in the plane of the truss only. cri 4$11 in I IO All III orn i_ M-1.5x3 I 1 • 0I I �`- (' M3X4 M-3x5 • /' 1 /' 2-09-04 5-02-12 ��) PRQFE y y y c ' GfN. X, -i4 1-00 / 2-11 5-01 8-00 PROVIDE FULL BEARING)Sts:2,9,7 $_978gP-E e" • - POLYGON 7-D NH - J9 • �` JOB NAME : 7 D Scale: 0.4378 lunlessetherwreenoted. OREGON p� WARNINGS: GENERAL NOTES, 4", y� 1.Builder and erection contractors ould be advised of all General Notes 1.This design Is based only upon the parameters shown and s for an individual ^/-I file 7 „a s-en.� ; Truss• J 9 and Waminds before constructio commences building component.Applicability of design parameters and proper �e 11 t • 2.Dr4 compression web bracing m st be installed where shown+. Incorporation of component Is the responds to of the building designer. J'�� 2.Design assumes the lop and bottom chorda to be laterally braces at +�A U .- ' 3.Additional temporary bracing to sure stability donne construction 2'o.c.and at 1 O o.c.respectively unless braced throughout their length by �-J is the responsibilfy of the erecto.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • ••DATE: 8/10/2015 the overall structure Is the reap"sibility of the building designer. 3.23,Impact bridging or lateral bracing required where shown•e S E K 13 4 5 9 3 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsib191y of the respective contractor. �/ p 12/31/2016/�/q i)s�/{ Q•2 fasteners are complete and at nq time should any loads greater than 5.Design assumes trusses are to be used in a noncohesive environment, EfYPIRES. 11E/J I/GV1 design loads be applied to any obmponent. and are for"dry condition"g use. TRANS ID LINK 8.DesignassumesNllbearingatatlsuppodsshown.Bhimorwedge lf August 10,2015 S.CompuTrus has no control over end assumes no responsibility for the necessary. fabdcahon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. S.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 TPI9NTSA 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(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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: 2x9 KDDF STAND 3-9=(-159) 118 3-7=(-380) 306 LOADING TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG 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. p•nnrn �. ne he,,:,va p„r " ,� 1,Fr �+ �x ..� I BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1 f MAX LL DEFL = 0.020" @ 2'- 9.2" Allowed = 0.354" .5/ MAX TL CREEP DEFL = -0.023" @ 2'- 9.2" Allowed = 0.472" if MAX HDRIZ. LL DEFL = -0.031" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" Design conforms to main indforce-resisting system and componentsand 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), 12 load duration factor=1.6, 12.00 1-77 Truss designed for wind loads in the plane of the truss only. 0 I , or M-4x6 rn Ailhl .."o of 7►� N ll M-1.5x3 oz to M-f3x4 0 M-3x4 M-3x5 y 2-09-04 y 5-02-12 y a - i P. 1-00 r 2-11 5-01 8-00 6ROVTDE Ff117, 8EARTNG•,Tta•2.7.4 I `r. - .97U2PE JOB NAME : 7-D POLYGON 7-D NH - J10 Scale: 0.3561 ,• e .p, OREGON 1 • WARNINGS: GENERAL NOTES, unless otherwise noNd �Nj 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 ndividual /� Truss: J10 and VVemings before construction commences. building component.Applicability of design parameters and proper R'f `� �!y_ 2.Oct compression web bracing must be installed where shown+. incorporation of component s the responsibility of the building designer. .k`(• / 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at f� _ V N the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by _• / U.t„ � - DATE: 8/10/2015 the overall structure is the responsibility f the buildingdesigner. continuousx Ip� sheathingor such as atywg re uired where s ea,tand/ar tlrywall(BCJ. p ty o goer. 3.2x 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 responsibilty of the respective contractor. fasteners are complete and at no time should any(cads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �/ y n}q ry/} c, TRANS ID' LINK design loads be applies to any component. and are for"dry condition"of use. EXPIRES: 12/31/201V 5.CompuTrus hes control over and assumes no responsibility for the 6 nDecessa esign ssumes full bearing al all supports shown.Shim or wedge if tw fabrication,handling,shipment and Installation of components. "' August 1 0,2015 T.Platassumes b elo c ted en drainage Is tprovided. a.This design la furnished sublet[to the limitations set forth by H.Plates shall be located on both faces of Truss,and placed so their center TPISVTCA in BCSI,copies of which will be famished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1908(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&BTRLOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-7=(-208) 270 7-6=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 75 6-8=(-267) 349 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 = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 12.0" 6.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -44/ 473V -126/ 32210 5.50" 0.76 ROOF ( 625) 7'- 7.6" -52/ 200V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -172/ 213V 0/ OH 1.50" 0.27 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 8-06-08 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" 6 -/ MAX LL DEFL = 0.019" @ 2'- 9.2" Allowed = 0.354" MAX TL CREEP DEFL = -0.023" @ 2'- 9.2" Allowed = 0.472" / 4 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" 9 7'- 7.6" 12 Design conforms to main windforce-resisting 12.001-27 system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 41 mo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co I load duration factor=l.6, Truss designed for wind loads o 1 in the plane of the truss only. M-4x6 1.1ft - ot 8.1 thal //1/41.1111111 ' -1.5x3 O ooM23x4 to1 M-3x5 , 2-09-04 5-02-12 y1-001 2-11 b 5-07-0,'8 l ��p P�QFkC , 8-00 0-06-08,I' 8-00 kROVIDE FULL BEARING;Jts:2,8,4 I $g782PE x` JOB NAME : 7-D POLYGON 7-D NH - J11 Scale: 0.3096 WARNINGS: GENERAL NOTES, unlessotherwise noted. ©fIEGON 1.Builder and erection contractorhq Id beadvised of all General Notes 1.This design Is based only upon the parameters shown ands for an individual • • Q'S Truss" Jll and Warnings before consBud ham s. building component.Applicability ofdesign parameters and proper• 2.at4 compression web bracing mud bel staffed where shown+. ncorpoadon of component Is the responsibility of the building desgner. A �j ,A 3 Additional temporary bracing to ngure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '�R 1 � '- isthe responsibility of the erector.Additional permanent bracing of 2 o.c,and at 10 o c respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure Is the res onslbil f the building designer. continuous ddgingsheathior such bracings plywood re uir elhmrere sh)own ar drywall(SC). y11 I'i_1 _ 'fit __ v ry o e 3.z.Impact badging or lateral required where shown., r1 lJ L- 4.No load should be applied to any gompone 1t until eter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K 13 4 5 9 3 5 fasteners are complete and at no time should any loads greater than s.Design assumes trusses are to be used m a non-corrosive environment, and TRANS ID: LINK design Wads be applied to any component 6.Desianassure for dgcoallfutallsu supports If 5.CompuTrus has no control over and assumes no responsibility for the necessary. °°°°m°° bearing° p�° g° EXPIRES:12/3'1/2016 Y. fabrication,handling,shipment and inalimiteonofcomponents. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPUWTCA In SCSI,copies of which will be furnished upon request. lines coincide wfh joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,lnc./CompuTrus Software 7.6.6(114-E 10.For basic connedor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 51 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED SRG 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:11g. 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 - 0.003" @ -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" , MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 N re {- O MOM N O 1. 00 04 I I II: M-3x4 1 1 1 1 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,9,3 I .-6;1-NI--.--. n, PROF-4&:. -�� .. NCI ��$ 3�10- 89782PE JOB NAME : 7-D POLYGON 7-D NH - SJ1 ,� Scale: 0.6555 j WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ,- I.Balder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and 4 for an individual Truss: S J1 and Warnings e . constructon commencer. bu Id ng component Applcabilty of design parameters and proper �(J T- 2 Ht4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. iii���,�j /� G 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at "i R '1 J a> ' s the responsibility of the erector.Additional Pennanen[bracing of Y o.c and at 10 o c rsash as ely unless braced throughout their length by DATE: 8/10/2015 the overall structure is the responsibility of building desl continuous sheathing such as plywood sheathing re shown d/or tlrywell(BC) �� A,Igi ,� 10.4 p ty o g goer. 3.2z Impact bridging or lateral bracing required where shown++ - A u ♦- - SEQ.: K1345936 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 mads greater man s.Design assumes trusser are to be used m a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for^drycandgmn^eruse. 8.Design ass S.CompuTrus her no control over and assumes no responsibility for the assumes full bearing at all supports shown.Shim or wedge if necessary. EXPIRES:1131121 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 O,2015 8.This design is famished subject to the limttations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA In BCS(,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-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DOF/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=(-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 EL 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/ 161H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -17/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacipg. 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" 3 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" 66 12.00 '' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. ISI Wind: 190 mph, h=21.2ft, 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. I o 0 i I I Illft r 0 , 1hh144 ! 1 • • • 1 1 1 1 1-00 2-00 1-11-11 rROVIDE FULL BEARING:Jts:2,4,3 I �c) PRO4. 89782?E JOB NAME : 7-D POLYGON 7-D NH - SJ2 • Scale: 0.6093 / WARNINGS: GENERAL NOTES, unless otherwise noted: t f OREGON-- 1 Balder and erection contractorhojuld b advised of all General Notes 1 This design is based only upon the parameters shown and is for anindividual r V REGOI V T Truss: SJ2 and Warnings before construction Commences building component.Applcablity&design parameters and proper 2 2.2v4 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of the building,ieslgner. •/�n -.16 - 3.Additional temporary bracing to m tolyl during construction 2.Design assumes the top and bottom chords to be kterally braced at "R �• p ry g sire stability g cons 7 o c and at 10 o.c,rsuch rvely unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' i `` - DATE: 8/10/2015 the overall structure lone responslbiBy of the Wilding ng des gner. 3.2x Impact bridging or lateral bracing required where shown++ AA U-� �1. SEK1345937 4.No load should be applied to any cbmponent until after all bracing and 4.Installation of truss Is the responsib4ty of the respective contractor. 4 fasteners are complete and at no tone should any toads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID' LINK design loads be applied to any rdlpo t. andare for'Wry cress 5.CompuTrus has no control over and assumes no responsibility kir the 6.Design s tall bearing tall supports shown.Shim or wedge if EXPIRES:12/31/2016 wry. faisdeiognistuhandling,shipment and installaganofcomponents. T.Desgnassumes adequate donbodrainage Isprvide. August 10,2015 8.This design is furnished subject to the limftations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJICA In BCSI,copies of which will be furnished upon request. lines coincide wth joint center lines. 9.Digits indicate slue of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plata 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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( _ BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-167) 136 2-9-(0) 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 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/ 229H 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. �1g. 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" 3 MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" 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 12.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ti 0 o .` 21111111111111111 I �� 4►� -, 0 1 M-3x4 b 1 l y 1-00 2-00 3-11-1197 •�,Ea PROFE 'PROVIDE FULL BEARING;Its:2,4,3 882'PE JOB NAME : 7-D POLYGON 7-D NH - SJ3 Scale: 0.4703 • Mg WARNINGS: GENERAL NOTES, unless otherwise noted: VI-11=U OIV �J� 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 1A- Truss: SJ3and Ward before buddingY Warnings component.Applicability I ry of design parameters and proper 2.2x4 compression web bracing mull be Installed where shown+. incorporation of components the responsibility of the building designer. 9, ,_4/ R 1 ` /1� 3.Additional temporary bracing to insure stability during constructor 2 Design assumes me top and bottom chords to be laterally braced at `4 is the responsibility of the erector.Additional permanent bracing of 2o.c.and atea o.c.respectively unless braced throughout theirlength by - ? '- DATE: 8/10/2015 me overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). f1 3.20 Impact bridging or lateral bracing required where shown++ BA U.L `; - SEQ. : K134 5 9 3 8 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is me responsibility of the respective contractor. fasteners are complete and at no time should any mads greater man S.Design assumes trusses are to be used In a noncorrosive environment, . TRANS ID: LINK dedunloads beapplied toany component. antlaremrdnwntlitlan areae. 5.CompuTrus has no control over and assumes no responsibility for the 8.neecssary. es full bearing at all supports shown.Shim or wedge H EXPIRES:12/31/2016 fabrication,handling,shipment and installation of components. q 7.Designassumesbelctedoaneoth face is ptruss,d. an August 10,20 15 8.This design h furnished subject to the limitations set forth by e.Plates shade located one both taws of truss,end placed so their center TPI/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1908(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=(-109) 95 1-3=(0) 0 BC: 2x4 KDDF #1&BTR • SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 128V -53/ 119H 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) k'OND 2• De checked f r net(-5 o fl uol ift at 29 c soaci1g. 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 BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 2 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. ' Wind: 140 mph, h=21.2ft, TCDL=4.2,BCOL=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. c rn /- oI to i 110214 3 M-3x4 • • k 1 J• 2-00 1-11-11 (PROVIDE FULLBEARING;Jts:l,3,2 I /V 479 18Gr e JOB NAME : 7-D POLYGON 7-D NH - SJ4 ' � Scale: 0.5842 / WARNINGS: GENERAL NOTES, unless otherwise noted: ..�r ��SL�/`+/°thl 1.Builder and erection contracthp ld beadvised of all General Notes 1.This design A based only upon the parameters shown and Is for an individual • F 'OREGON V _ Truss: SJ4 and Warnings b tram anton commences. building component Applicability of design parameters and proper '6� 'Zr1 2 2x4 compression web bracing mulct be nslalledwhereshown♦. Incoryorotbnofcomponent isthe responsibility ofthe building dasgner lei?? "7RY.. -A6 3.Additional temporary bracing to nL�.re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at aT � P" 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • PAUL.. C''''•' is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I t. '•.'. DATE: 8/10/2015 the overall structure Is the respon ibllity of the building designer. 3.2i Impact bridging or lateral bracing required where shown« SS' K13 4 5 9 3 9 4.No load should be applied to any 0 mponent until after all bracing and 4.Installation of truss is the responsibibty of the respective mntractor. - - 4•• fasteners are complete and at no me should any loads greater than 5.and Design assumes trusses are to be seed in a non-corrosive envbonment design loads be applied to any portent. and are for"dry full b bearing of use. �/ r�/qi//�}/{ TRANS ID: LINK 5.CorepuTrus has no control over drift assumes no responsibility for the 8.Design assumes full Sea ng al all supportsshown.Shim or wedge if EXPIRES. 12/3 1/2016 sports y -n,_ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 6.This design Is furnished subject 14 the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJfCA in SCSI.copies of wttdch will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,IncJCompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 136 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.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/ 1415 -82/ 177H 5.50" 0.23 KDDF ( 625) TOTAL LOAD = 42.0 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) 1':- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-5 osf) uplift at 24 "oc soaciig. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR IOPSF 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 2 -1 system and components ponents and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ) (All Heights),load duration factor=1.6 CCat .2, Exp.B, MWFR5(Dir), 12 Truss designed for wind loads 12.00 177 in the plane of the truss only. ma m. o ,o M O f +0 Ille- I 1=/ 3►= -/ o M-3x4 y 2-00 y 3-11-11 y R03 PROF-- (PROVIDE FULL BEARING;Jts:1,3,2 I .. 89782PE i-' JOB NAME : 7-D POLYGON 7-D NH - SJ5 Scale: 0.4431 ' / WARNINGS: GENERAL NOTES, unless otherwise 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 an individual Truss: SJ5and Wamings before consimcton commences. balding component.Applicability of design parameters and proper 99 1 b C) ,�� 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the balding designer. '(j 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at I-"! V - stheresponsb'Iity of the erector.Additional permanent bracing of 2oc and at 10 o.c.re ch as sly unless braced throughout their length by /•i ` `V DATE: 8/10/2015 the overall structure is the responsibility of buildingtlesi continuous sheathing such as plywood uirelhing(TC)andlortlrywall(SC) "4 PA �e I Y IP - P ty o designer. 3.2x Impact bridging or lateral bracing required where shown++ j.+ L 4 SEQ.: K 13 4 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 time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for-dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes(all bearing at al supports shown.Shire or wedge it EXPIRES:12/31/2016 ssery. fabrication,handling,shipment and installation of components. 7.Design assumes adequate Is provided. August 10,2015 6.This design is famished subject to the limitations set forth by 8.Plates shag be locatedd onon both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Diggs indicate sale of plate in Inches. Mu ck 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 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-186) 142 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-77) 69 WEBS: 2x9 KDDF STAND 3-9=(-10) 4 LOADING TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PDF BC LATERAL SUPPORT <= 12"01. 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/ 74H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 295V 0/ OH 5.50" 0.39 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci6. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTIDN LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF 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" I A I ' MAX HORIZ. TL DEFL - 0.000" @ 5'- 4.3" 12 Design conforms to main windforce-resisting 4.00 17 system and components and cladding criteria. Wind: 190 mph, h=20.lft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 Truss designed for wind loads 4 in the plane of the truss only. 3 II I 0 / o I N •1 I // 0 M-3x4 M-1.5x3 J' > . 5-04-04 0-05-12 k J' 1 1-00 • 5-10 t PRQFE di &9782P' r'` JOB NAME : 7-D POLYGON 7-D NH - Z1 ' // Scale: 0.5855 WARNINGS: GENERAL NOTES, unless otheeMarametenoted: _ rim' 'OREGON �.a 1 Builder and erection contractor should beaddend of all General Notes 1.This design Is based 058 upon the parameters shown and s ton an individual fl U Truss: Z1 and Warnings betore construct) s. building component Applicability of design parameters and proper J�P� 95) 2 2x4 compression web bracing b1b installed where shown 4. incorporation of component Is the responsibility of the building designer. 1,3)''''. Q� LrA L.j y,AG " <e 3 Additional temporary bracing to In re stability during construction 2 Design assumes the top and bottom chords to be laterally braced at •i[ "17 a l J' 5E/ Is the responsibility of the erector.Additional permanent bracing of 2 o c and at ea15 o.c.rsash a ply unless braced throughout their length by "Ir �/ '- DATE: 8/10/2015 the overall structure Is the res or IbR of the building des continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL. A,1-11 _ � - p ty g igner. 3.2x Impact bridging or lateral bracing required where shown 4 4 n l.J L- SEQ.: K13 4 5 9 41 4.No load should be applied to any mponent until after all bracing and 4.Installation or truss is the responsibility of the respective contractor. fasteners are complete and at noime should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes oil bearing at all supporta shown.Shim or wedge if EXPIRES:12/31/2016 2/3 q/201 6 ssary. + C J I LV fabrication,handling,shipment aryl installation or components. 7.Design assumes adequate drainage is provided. August 1 0,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of whlbh will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For base 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 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-184) 137 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I' 11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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 l' MAX HORIZ. 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: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads II in the plane of the truss only. I M N N ,_ II H I M \/ M-3x4 M-1.5x3 1-00 5-10 ED PR QF , ::9782PE Q1-- JOB NAME : 7-D POLYGON 7-D NH - Z2 am, . air Scale: 0.7105 :/ - WARNINGS: GENERAL NOTES, unless otherwise noted: 7�/ t Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and s for an individual *'-OREGj�N R1Z�. . Truss: Z2 and Warnings before construction commences building component.Applicability of design parameters and proper • f� 2.2x4 compression web bracing must be mslalled where shown+. Incorporation of component btheoll responsibility of the building designer. V 2 3.Additional temporary bracing to insure stability dudn6 construction 2 Design assumes the top and bollom chords to be laterally braced at 9,Q `l R 'i tJ .Q" - s the responsibility of the erector.Additional permanent bracing ofc2 o.c.and at 7 O.o c rsuch as plywoodly unless braced throughouor t their length by V DATE: 8/10/2015 the overall structure Is the resonsibI of dee 2 Impact sheathingrlater lbcraired ares sahown PAUL 3 i +�_ �� p y o g goer. 3.2z Impact bdtlging 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 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 then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design mads 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.Designe :assumes roll bearing I t supports shown.Shim or wedge if EXPIRES:12//31/2616 fabrication,handling, y + ed subject end 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 9 TPIIWTCA 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,Inc/CompuTres Software 7.6.6(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-7988(MITek) Symbols Numbering System , General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I I (Drawings not to scale) Damage or Personal Injury are indicated. g j rY �U� Dimensions are in ft-in-sixteenths. 114k Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 11511:111MMIISIN p% 2. Truss bracing must be designed by an engineer.For Q-1/16' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 1mIlizilsc p bracing should be considered. O 3. Never exceed the design loading shown and never 11!MAW U U stuck materials on inadequately braced trusses. o_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 12c7-8 c6-7 cs-6 0 designer,erection supervisor,property owner and plates 0-'46' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 7. esign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT t e environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. nles allss otherwise noted,n t exceed 19%at timle of fabrication. lumber PLATE SIZE PRODUCT CODE APPROVALS 9. Lnless 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 amber for dead load deflection. the length parallel to slots. 11. latetype,size,orientation and location dimensions i dicated are minimum plating requirements. LATERAL BRACING LOCATION 12. tuber used shall be of the species and size,and Southern Pine lumber designations are as follows: i all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published s ecified. i� y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13. p chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 s acing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. %I..., Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® ( Min size shown is for crushing only. �i 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.Ris not sufficient. eview all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB 89: Design Standard for Bracing. •BCSI: Building Component Safety Information, pig. e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013