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Plans (36) /cf.—oafdIl RECEIVEP mm / 7)07 5c✓ Tra La-. :cc. MAY 0 4 2016 ® CITY OF 'ISR MiTek BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. tip PR.OA.s , NGINRF >O -i 7. 89782PE OREGON N4'• ' ", 4RY AIPP:;;X2.. • • August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 �y ID:DFk� �z9p73ttCr�PAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 vAVLj56CBygBiS I 1-0-0 1 I I 1 1-2-0 1 t` 1 Scale=1:25.0 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9122 11 13 N\ / N / 1- _ e, 2 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 11 3x5= 3x5= 355= 1 7-0-14 17-7-14 18-2-14 1 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X,Y1— j8:0-1-8.Edge).[19:0-1-8.EdgeL LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=2270/0,6-7=-2493/0,7-8=-2493/0,8-9=2423/0,9-10=-2423/0, 10-11=1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). REQ P R.OFF LOAD CASE(S) Standard �� ss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��\� �NGINEF� /' Uniform VLoads(plf) gg g2PE ' Vert:16-24=-8,1-15=-80 Concentrated Loads(Ib) Vert:2=-674(F) -.1111.'. am 9 OREGON o'er -1,9�q�?Y 15• ��qQ k PAUL �� EXPIRES:.12131/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Ma lI.7473 rev.02/16/2015 BEFORE USE. �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and'a 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 nitric Heights CA 9561n Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264 UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6.0 1 Scale:1/2"=1' 1.553 II 3x4= 1.553 II 354= 1.553 II 3x4= 1.553 II 1 2 3454= 4 5 6 7 8 e e o ® o o- 0 o- . e NII 1 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 II 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 1 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 1 Plate Offsets(X.Y)— [2:0-1-8.Edgel.[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 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 IBC2012fTP12007 (Matrix) Weight 62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c_Ej).PROre S ,C \- C \ N%I NEF9 `)'/O 2 % 8°'782PE r / le -v OREGON ,� 2,F9�q/11( . r <<" " PAUL R' EXPIRES: 12131/2016 August 7,2015 4 1 ®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 M7ek connectors.This design is based only upon parameters shown,and is for an individual building component." Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M-Tek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 CBros Heights CA 9581❑ Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51 WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ I 2-6-0 I o-5 1 1-2-0 I I 0-6-14 I Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x4 = 1.5x3 II 3x4= g 1 2 3 4 5 6 7 \ o N 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 II 3x6= 3x4= 1 5-10-2 1 6-5-21 7-0-2 I 13-1-8 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y1— 14:0-1-8.Edael.15:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud 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/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .\(COD P R.OFFss ,,_414 IP_ /O29 89782PE v 0-.11\457' . me 4 OREGON ,•-• Q 1,9 �q yi5 J& k-AUL A� EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE. . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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/Mil Dually Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:rtrnc Hei3hts r.4 uwin Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264 UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT v9ITEGtylhJmpVygBiP 2-6-0 I I 1-8-6 I I 1-2-0 I I 0-8-14 I Scale=1:25.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 e o N 1 13 12 11 10 0; 3x4= 3x6= 1.5x3 II 1.5x3 I I 3x6= 3x4= 1 7-0-14I I7-7-14 18-2-14 1 14-4 7-0-14 0-7-0 0-7-0 6-1-6 •-te•is-ts — 4:0-1-8 dael.r5:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,3-4=2010/0,4-5=-2110/0,5-6=1999/0,6-7=1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��c j. opeo �$" tit 13INEc'9 s/0 �- •t9782PE fir' 94V°13y EGON �'hQ' �9k PAUL R, ,<(.,' EXPIRES: 12/31/2016 August 7,2015 1 1 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 responsibillity 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/SPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 clinic Hight CA Win Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_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 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT 19JyEJXylhJmpVygBiP 1 2-0-10 1 1 1-2-0 1 1 0-8-14 1 1 2-6-0 1 Scale=1:18.0 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 1 2 3 3x4= 4 5 6 0 s o ® a /e� o 0 N p 9 4 a 1 10 9 8 3 '' 1.5x3 II 1.5x3 11 3x6= 3x4= 3x4= 1 2-3-10 1 I 1 2-10-10 3-5-10 9-7-0 I 2-310 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 12:0-1-8.Edael.13:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 IBC2012TTPI2007 (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. ��Eo.P 110 FE Ct. 89782PE r MI i/- 7 •REGON '7,414Y Ab (('. k PAUL R: EXPIRES:.12/31/2018 August 7,2015 I . I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with 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/TPII 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 nitme Hniihte nA 4s61n Job Truss Truss Type Qty Ply POLYGON PL15-264 UPPER F07 Floor 11 1 R45124654 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page I ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP,yuz0g0nnEBGYKrz?RiDBEU?ottOygBiN I 1-9-14 I I 1-2-0 1 1 Q-8-14 1 1 2-6-0 I Scale=1:17.6 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 e 5 6 e v 0 N e e o- a-- 11 10 9 8 1.5x3 11.5x3 I 1 3x6= 3x4= 3x4 = I 2-0-141 2-7-14 I 3-2-14 1 9-4.4 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8,Edgel.[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � ,co. PROfiFss c�5 �, GINEF� /0 • 89'782PE r -iv • 92 . •REGON �' X99 p�9 U L R.�Q� EXPIRES: 12/31/2016 August 7,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component._ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MFrei( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Hrightt CA 4.56111 Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DR¢9p3iCrPAGZnVberKOtyJvgB-yA4hbHamU55pGpReg3G?e203vZYjzhM5FL3JLyygBiO I 2-6-0 I 2-1-12 II 1-2-0 I10-9-8 I 2-3-0 I 1 1-2-0 II 1-4-0 I 1-fi-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 0 0 i e 11.1.11.1........1.111 —111111111111111111111111111141111111111111 B 0 ® o - / o N e B e e 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4= 12-10-12 I 440-12 155.12 Is_0-121 11-8-12 �2-3-12 I 15-11-12 I 4-10-12 Da-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X,Y)— [7:0-1-8.Edgel.[12:0-1-8.Edge].[15:0-1-8.Edge],[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Ina 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ED. P R.OFF ��� ESs� t / N ,g02 ,,,- Zs, 12.... 89782PE v . r -94.--• 10 EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.02116/2015 BEFORE USE. IIIIIIIMI�w Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Sun<1N9i0htq PA 4F610 Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 1 1 1-?-0 1 1 0-9.8 1 2-3-0 I I 2-3-0 If 1-2-0 1 1_11,1$_1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1,5x3 II 3x4= 1.5x3 I I 4x4= 1.5x3 II I 2 3 4 5 6 7 8 9 10 0 • O O/ i- • i .... C N ® e e 1* 16e 15 14 13 12 �. 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4= 12-10-12 I 4-10-12 15-5-12 I6-0-12 I 11-8-12 12-3-121 1 16-4-4 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.V)— [7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8,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 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress lncr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/1P12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=-2435/0,4-5=-2435/0,5-6=-2821/0,6-7=-2821/0,7-8=-2063/0,8-9=-2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=-559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=-1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��ckEp. P R()Fe �, GINEF.g 6'6X0NJ 2 4c- :89782 RE r' — — e `-7 •REGON, oN 'P,9 +4, (75) i6 4Q` kPAUL R\J EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. x Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/WPlt 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 (:item Heights,CA 606in Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264 UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MllgEJcffn0��EO7HADVCgiGheXZnbxA2zXyJHyHygBiL 2-6-0 9-1-12 I I 1-2-0 110-48 I 2-3-0 I I 2-3-0 I I 1-2-0 I fll�`-99I Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 eli i e. oe \ a o e e o e i 1 16 15 14 13 12 3x4= 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 15-5-12 F-0-12 I 11-8-12 12-3-121 I 16-2-8 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 P a e offsets .Y— 7:0-1-8 Ed.e 12:0-1-8 Ed.- 15:0-1-8 Ed.e 16:0-1-8.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 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(LL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-2402/0,4-5=-2402/0,5-6=-2764/0,6-7=-2764/0,7-8=1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<-s PRpFFss. c;5 tJta1NEFR /02 44 8°782PE r": ,•'7 e. . . 9�OREGON 5)N �t -47,7, �'911"f tiy, <'. PAUL 0 'OWN:1ES: 12/31/2016 August 7,2015 1 1 _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. k Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the iVliTek` 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/fPII 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 C.itnrc Heights,(:A 9561n Symbols Numbering System PLATE LOCATION AND ORIENTATION General Safety Notes 3/4' Center plate on joint unless x,y J 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 MEE offsets are indicated. I (Drawings not to scale) Dimensions are in ft-in-sixteenths. Damage or Personal Injury h 44 Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 146" 2. Truss bracing must be designed by an engineer.For iirt*SP___A wide truss spacing,individual lateral braces themselves _ .. may require bracing,or alternative Tor 1 ■_ Opbracing should beci considered. U � 3. Never exceed the design loadingshownandnever 1111.1111W Ustackmaterialsoninadequatelybracedtrusses.11111 O aFor 4 x 2 orientation,locate ~ O 4. Provide copies of this truss design to the building plates 0-'na' from outside BOTTOM CHORDS — designer,erection supervisor,property owner and edge of truss. all other interested parties. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each .IMS required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO loointcatio d a ebregulal eKnots and d by ANS/TPla1 e at joint connector plates. THE LEFT. ns *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: The first dimension is the plate use with fire retardant,preservative treated,or green lumber. 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber forry dead tload fabricator.deflection.General practice is to the length parallel to slots. camber LATERAL BRACING LOCATION 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and "fr Indicated by symbol shown and/or in all respects,equal to or better than that by text in the bracing section of the output. Use T or I bracing specified. 13.Top chords must be sheathed or purlins provided at If indicated. spacing indicated on design. BEARING 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. IIndicates location where bearings 15.Connections not shown are the responsibility of others. =,4 (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior reaction section indicates joint ©2012 MiTeke All Rights Reserved approval of an engineer. number where bearings occur. Min size shown is for crushing only. NM UN 17.Install and load vertically unless indicated otherwise. _. IIIfrf 18.Use of green or treated lumber may pose unacceptable Industry Standards: environmental,health or performance risks.Consult with ANSI/TPI1: National Design Specification for Metal project engineer before use. Plate Connected Wood Truss Construction. 19.Review all portions of this design(front,back,words DSB-89: Design Standard for Bracing. and pictures)before use.Reviewing pictures alone BCSI: Building Component Safety Information, iT is not sufficient. Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 22'-0' 4'-0■ a. - J N •4 ..- i 6:12 6:12 C4 (4) in - m 6:12 `- C2(10) • 4.Nv �— E4 z=6Q g`L+',,_,-±, os N �, - O w U \ _ V.wu. \ B3 J7) I- CO z 0 N WB tIl W w Ow ■ W W ... (DNZO 0 S - U U OO�V V a>- Z Z H LL��w a. , // p N- N. CV W W IL/ 2 w V a.3 3 an 0 0 1-' Z m w"L' :4 I- I-Z W ici.oa•n, Z H ,,,i,,,-._‘-0,2 Vf H O�-x CDQ m - �.k` _, . O 3 O O_ < Z Z� Z o"�N> O Ow Z 0008oy <(�yd ' -i - .,`1" . X121- ///i1 - - - w LI v ttl I xo c� 4:12 m ® CONFORMS TO DESIGN CONCEPT / i+� ❑ CONFORMS TO DESIGN CONCEPT WITH I I I / r' ro REVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND RESUBMIT <6,91) THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF VHICH HAVE PRIORITY OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. By: Michaela R.Petersen Date:February 11,2016 261-01 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/12/14 PLACEMENT TRUSS CALCULATIONS AND ' PROJECT TITLE. REVISION-I: ENGINEERED STRUCTURAL DRAWIRGS FOR ALL FURTHER 7-B NH KD INFORMATION.BUILDING �er TRU DESIGNER/ENGINEER OF RECORDal PLAN. DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NOB-TRUSS �� um TO TRUSS CONNECTIONS.BUILDING 7-B NH / B N H CHECKED BY: DESIGNER/ENGINEER OF RECORD TO T R USS ', REVIEW AND APPROVE OF ALLCOMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. I 0.11"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 26'-0' r 4'-0' I_ 0' 22'- C3 - , , 6:12 6:12 C4 (4j m co 'ems - • „ � .1 I 14 I 6D 6:12 _ C2(10 N • � vV _^ - -- -__-- -- -- p\4112� - \ -- - CV c..12 co �_�> z��� - �w�x 1p v, (n owe_ Zi ,— B3 2- 8L.LL - = co U O N W16'4r -o�� w - WOO,c . — z mo p N \ 1 Z 2 v+i �p�OwO . \\ Z Z , W J w¢ a 00 I N N 7 Z2 p Z - I— ? E003 oB2 (5) ooW . - O Op K m �zaLL Z \ _- --_ N N Z 0 O X Q L C 2 2 8 O LL ua N ce cc ce Q Q� az=w,a co • - - 2 - - O O w Z Q wp O Z 0 — 2 cT, cis CC m °°ail . ; , 4 12 ❑ ❑ 1LLpa in I ® CONFORMS TO DESIGN CONCEPT Lit / W' D CONFORMS TO DESIGN CONCEPT WITH / / REVISIONS AS SHOWN • 11NON-CONFORMING-REVISE AND RESUBMIT Q Q THIS SHOP DRAWING HAS BEEN REVIEPWO FOR GENERAL CONFORUANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF MICH NAVE PRIORITY OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIVERSIONS. By: Michaela R.Petersen Date;February 11,2016 CT ENGINEERING INC 26'-0' C.Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/12/14 TRUSS AGEMENT OULATIONSAND PROJECT TITLE: REVISION-1: DRAWINGSRFORALL FURRTTHER 7-B NH KD RESPONSIBLE RALLNREa ..,,1 umber DESIGNER/ENGINEER N INFORMATION.BUILDING RECORD PLAN. DRAWN BY. REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS Fi TO TRUSS CONNECTIONS.BUILDING '; 7 B NH / B-NH CHECKED BY: DESIGNER ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-B NH KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1589666 thru K1589681 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. W) PROPe Gi Ni,, 4z, ''z" 89200PE �f 4 OREGON 1t t r !012� P 4. 14, V� December 10,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windf once-resisting BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12'•0C. UON. LOADING Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+oL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD= 42.0 PSF End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 8-03-09 8-03-09 12 T 12 IIM-4x9 Q 6.00 6.00 1;7' r, T fo 1 1 0 M-3x9 M-3x9 L�cO. PRQ y y G:LNE .y,/,'- 1-00 y,/ b 1-00 y 16-06-08 1-00 ,,, ,,C C7 411111V-!.--- JOB NAME : POLYGON NW PLAN 7—B NH — Al Scale: 0.9000 (* .- GENERAL NOTES, unless otherwise noted: OREGON A_ WARNINGS: A N ` 7 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �/y� y' 1 4' 2,C)�. v,„ Truss: Al and Warnings before construction commences building component Applicability of design parameters and proper ) S 2.254 compression web bracing must be nstalled where shown incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during constructor 2.Design assumes the top and bottom chords to be laterally braced at FR_R(�\' 2 o.c.and at 10'o.c.respectively unless braced throughout their length by Fl 1 is the responsibili of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dhrwall(BC). DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown e a SEK 15 8 9 6 6 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the e respective contractor. 4• : fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used a non-corrosive environment, EXPIRES: 12/31/2015 design loads be applied to acomponent. and are for"dry condition"llbrof use. TRANS ID LINK 5.CompuTrus has no cony ntrol over and assumes no responsibility/or the 8.Design assumes/ueaingelallsuppo sshown.Shimorwedgeit December 10,2015 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIANrCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 50 2- 8= BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. (-438) 1540 8- 4=(-121) 309 WEBS: 2x9 KDDF STAND 2- 3=(-1751) 477 8- 6=(-931) 1540 8- 4=(-121) 934 3- 9=(-1351) 268 8- 5=(-326) 306 LOADING 4- 5=(-1351) 256 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751) 502 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 809V -82/ 82H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -125/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.141" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = 0.002" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 8-03-04 8-03-04 MAX HORIZ. LL DEFL - 0.059" @ 16'- 1.0" f f f MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-09-11 ' f T T f 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. q 9.0" Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 ._.4iggillIllIllIllihhh... 8 M-Sx8 M-3x4 M-3x9 M T JO I O T �'6 O 0 0 ..3.00 3.00 12 12 1 1 1 l 1 1-00 6-03-09 8-03-09 11-00 {� l'E P >•1y.,r 1 L V V7C 16-06-08 . -Cj�.,..- OINVE --tS"/� JOB NAME : POLYGON NW PLAN 7-B NH - A2 Scale: 0.3183 WARNINGS: GENERAL NOTES, unless othenvse noted: Sys. Truss: A21Builder and anchor conirector should beativeed of all General Notes This design s based ony upon Be parameters shown and is bran individual OREGON ��C and Wamings before construction commences building component Applicability or design parameters and proper 4 l-- 1� 40 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility or the building designer. A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/� �"' 1 . s the responsibility of the erector.urAdditional permanent bracing of 2 o c and at 100.0 respectively unless braced throughout their length by 'V 4^- "� DATE: 12/10/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheath ng(TC)and/or drywall(51) c ©-- 4.No love should be applied to an 3 2x Impact bridging or lateral bracing required where shown++ _'[,'R-�l'L,„. SEQ. :: 1<1589667y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condklon"of use. 5.CompuTrus has no control over and assumes no responsibility for the S.Design c assumes lull bearing et all supports shown.Shim or wedge If ry 2n I� y fabrication,handling,shipment and installation of components. ryEXPIRES:RES. 1 C� 1/G01 5.. 0.This design is furnished sub)et to the limitations set forth by T.Designassumesbees adequateon both iotrusse and 0,2015 e.Plates shall located on both faces of truss,and placed so their center TPINyrCA in SCSI,copies of which will be furnished upon request. lines coincide wkh joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-251) 92 10- 3=) -12) 169 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=) -69) 347 10-11=)-255) 90 3-11=( -470) 164 3- 4=(-146) 779 11-12=(-682) 251 4-11=(-1145) 248 WEBS: 2x4 KDDF STAND LOADING 4- 5=( -74) 220 12-13=) -48) 472 4-12=( -95) 806 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=) -85) 246 13- 8=(-241) 848 5-12=( -361) 143 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-566) 90 12- 6=( -765) 194 TOTAL LOAD = 42.0 PSF 7- 8=(-980) 274 6-13=( 0) 450 8- 9=) 0) 50 13- 7=( -346) 219 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ SRI REQUIRED BRG AREA M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (non). 0'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -109/ 613V 0/ OH 5.50" 0.98 KDDF ( 625) REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.036" @ 21'- 8.1" Allowed = 0.781" MAX TL CREEP DEFL = -0.065" @ 17'- 8.8" Allowed = 1.042" 13-00 13-00 MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" ,( ' f MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" IIM-4x4 M-1.5x4 12 4.0" Design conforms to main windforce-resisting 6.00 M-3x55 .f-,(M-3x5 M-3x5 system and components and cladding criteria. _ M-1.5x4 1p M-3x9 M-3X5 Q 6.00 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4�, A M-3x4 load duration factor=1.6, End vertical(s) are exposed to wind, �A:- Truss designed for wind loads M-3x6 in the plane of the truss only. M-1.5x3 M-5x6ee M-2.5x4 or equal at non-structural diagonal inlets. 13 L Truss designed for 9x2 outlookers. 2x4 let-ins M-3x9 of the same size and grade as structural top M no chord. Insure tight fit at each end of let-in. o 2 xy 12 �(i Outloo ke rs must be cut with care and a 1 M-3x8 '=B • ,4-. m res permissible at inlet board areas only. oi M-1105x3 11,1-5x10 1 o M-3x4 a 3.00 3.00 12 12 y b l y l �t��Q P R 0-ti'S�S' 9-11 3-01 9-08-12 8-03-04 )' 1' y y ; y ,k�' ANGf N '��r1" 1-00 9-11 7-09-12 8-03-04 1-00 CGl� 'f/9 l i 1-00 26-00 1-00 $ CC?ULJV .. JOB NAME : POLYGON NW PLAN 7-B NH - B1 /'"' Scale: 0.2048 I WARNINGS: GENERAL NOTES55 ha t d "p, OREGON a+ . 40 i Builder and erection contractor should be advised of all General Notes 1.This design H based only upon the parameters shown and is for an individual /" 41' !'Y�,�- Truss: B 1 and Wam ngs before construction commences building component.Applicability of design parameters and proper 14, (- 2 2x4 compression web bracing must be installed where shown a. incorporation of component s the responsibility of the building designer. • 3.Additonaltemporery bracing to stability during construction 2.Design assumes the tap and bottom chords to be laterally braced al "e'/' __•A IL- -�, 7 o.c.and at 10 o.e.respectively unless braced throughout the r length by Fl is the responsibility&the erector.AddNonai permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2i Impact bridging or lateral bracing required where shown.r. SE4tion of buss is the responsibility of the respective contractor. Q• : fasteners are complete and at no time should any loads greater than 5.No load should be applied to any component until after all bracing and 4.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES:-12/31/2015 design loads be applied to any component. and are for"dry full ban"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no respons bility for the 8.Design assumes full bee ng at all supports shown.Shim or wedge if December 10,2015 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage N provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center TPINVTCA 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,Inc/CompuTms Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988 MINX) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 50 2-10-(-247) 1594 - ( 0) BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1886) 361 10-11=(-249) 1591 13-11=( -378) 107 WEBS: 2x4 KDDF STAND 3- 9=(-1979) 359 I1-12=(-171) 1308 4-11=) -85) 76 LOADING 4- 5=(-1343) 362 12-13=(-936) 2628 4-12=) -183) 151 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- B=(-616) 2789 5-12=( -207) 953 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2996) 590 12- 6=(-1726) 395 TOTAL LOAD = 42.0 PSF 7- 8=(-3195) 715 28 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13-17=( -109) 1465 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -139/ 13919 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.259" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 13-00 13-00 f f f MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 5-02-12 4-08-04 l 3-01 4-07 4-00-05 4-04-11 MAX BORIZ. TL DEFL = 0.162" @ 25'- 6.5" 12 2 6.00 M-4x6 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 'f'/ Wind: 140 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=1.6, g End vertical(s) are exposed to wind, M-3X6 Truss designed for wind loads 4. in the plane of the truss only. 1 M-3x4 3 M-1.5x3 44444444444441444,- 7 MI 13 f1 M-5x6 -M-4x4 o 12 o ,; l $ VA M-3x10 I l0 11 8 9 d o M-3x4 M-1.5x3 M-5x10 1 0 ..ci 3.00 3.00 12 12 1 1 1 1 1 1 5-01 4-10 3-01 4-08-12 8-03-04 1-00 9-11 1 7-09-12 1 8-03-04 1-00 -�� t4G`P �s��.. 1 ` 26 00 1 �� 89200PE <' JOB NAME : POLYGON NW PLAN 7-B NH - B2 Scale: 0.2048 .40P - Scale: WARNINGS: GENERAL NOTES, unless otherwise noted: :111. Truss: B2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "7 C)RECa4Nti, �lU and Wam ngs before construction commences building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown Incorporation of component is the responsibility of the building tleslgner. tom. ('� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced '2 4j' 2P s the responsibility of the erector.AddSionM permanent bracing of T o c and at let o c.respectively unless braced throughout their length by �q 1'7 !!! DATE: 12/10/2015 the overall structure o the responsibility of the building designer. continuous bridging orng such as plywood required sheathing(TC)antllor drywall(BC) _ F_R I L\- 3 2x Impact bntlging or lateral bracing where shown♦x SEQ. : K158 9 6 6 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.o(use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �/ [. tz.�]t I� y fabrication,handling,shipment and installation of components. necessary. EXPIRES: 1C/ 1/G015' 8.This design is furnished subject to the limitations set forth by 8.Designassumesbesoed oneothi face iotrovisen W d. December 10,2015 8.Plates shall be located on bath faces of truss,and placed so their center TPINVrCA 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./CompsTrss Software 7.6.7(1 L)-E t0.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2- 8=(-270) 1528 3- 8=(-383) 258 SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9=(-124) 1001 8- 4=(-128) 638 BC: 2x9 KDDF STANDR 3- 4=(-1590) 399 9- 6=(-298) 1528 4- 9=(-128) 638 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-1590) 399 9- 5=(-383) 258 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 HIDE ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = -0.063" @ 17'- 1.8" Allowed = 1.259" MAX TL CREEP DEFL = -0.127" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.093" @ 25'- 6.5" 13-00 13-00 T f Design conforms to main windforce-resisting 6-09-04 6-02-12 6-02-12 6-09-04 system and components and cladding criteria. 12 12 Wind: 190 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MW£RS(Dir), load duration factor=l.6, 9.0" End vertical(s) are exposed to wind, 9 4`,( Truss designed for wind loads uua` y in the plane of the truss only. M-1.5x3 M-1.5x3 3 rn o �( Ms I B 9 R'6 of r�M-3x4 M-3x4 M-3x4 M-3x4 to o M-3x5(S) ), ,0 ,1' i 8-10-03 8-03-11 8-10-03 t✓ PY1y� b t\ R 10-00 160o J. y C"s-r l ' /fes 1-00 26-00 1-00 89240PE JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2048 ...diriee ..._ WARNINGS: GENERAL NOTES, unless otherwise notetl. Ilie ©f'ICI�ON We 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is/or an individual 17z_ f"ICU` A.. �W Truss: B3 and Wam ngs before construction commences building component Applicability of design parameters and proper 1P 2 2x4 compression web bracing must be Installed where shown+. Incorporation of component s the responsibility of the building designer. #40-(4 Y 1 4 f 2,-0. "}' 3 Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at I is the responsbility ofthe erector.Additional permanentf 7oc.and et lV oc respectively unless braced throughout their length by ponsi y permanen bracing c continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) . �� 'el- DATE: 12/10/2015 the overall structure Is the responsibility of Me budding 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 responsibilhy of the respective contractor. SEQ. : K 15 8 9 67 0 fasteners are complete and at no time should any loads greater than 5.Design assumes lmsses are to be used in a non-corrosNe environment, and are for"dry condition"of use design loads be applied to any component. TRANS ID: LINK s.compuTrushas nocontrol over and assumes noresponsibility for the 6.oecessa�umesfullbearingatollsuppoitsshown.shimorwatlgeIt EXPIRES: 12/31/2015 fabrication,handling.shipment and installation of components. ry. {{,� .I r� .( pme p 7.Plates shall esd adequateoface is rucDecember IO,G015 6.This design is famished subject to the limitations set forth by H.plates shall be located on both faces of truss,and placed so their center TPIAN/CA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 3=( 0) 50 2- 9=(-259) 1288 8- 3-) 0) 138 2x6 KDDF #16BTR T2 SPACED 24.0" O.C. BC: 2x4 KEEP #1&BTR 2- 3=(-1539) 3838- 9=(-259) 1285 3- 9=(-998) 138 WEBS: 2x4 KDDF STAND 3- 9=(-1080) 36464 9-10=(-293) 1265 9- 9=( -94) 569 LOADING 4- 5=( 0) 0 10- 7=(-293) 1268 9- 6=(-437) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=(-1063) 337 7-11=( 0) 9 6-10=( 0) 153 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1995) 390 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PIF 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" -189/ 1056V -97/ 102H 5.50" 1.69 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 KDDF ( 625) 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 o equal at non-structural 'COND. 2: Design checked for net(-5 psf) uplift at 24 "°C spacing. vertical members (non). VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 Unbalanced live loads have been MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" considered for this design. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.091" @ 11'- 0.0" Allowed = 1.059" MAX TL CREEP DEFL = -0.084" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL = 0.033" @ 25'- 8.8" Design conforms to main windforce-resisting 13-00 14-00 system and components and cladding criteria. 5-11 5-01 2-00 3-01 10-11 Wind: 190 mph, 1tst, TCUL=4.2,BCDL=6.0, ASCE 7-10, f f f f- f f (All Heights)),, Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 -M-9x4+ 12 load duration factor=l.6, 6.00 M-9x6 4M-3x9 End vertical(s) are exposed to wind, .. :16.00 Truss designed for wind loads 9 in the plane of the truss only. v; , I 1 . M-2.5x9 or equal at non-structural diagonal inlets. M-3x9 3 ,r � I lil o Adigill11111111 co Ihillillillibi M-3x4+ ee ': o M-3x9 M-185x3 90.25" M-115x3 11o I M-3x4 M-5x8(S) J• ). b 5-09-04 5-02-12 5-02-12 9-09-04 ,.. GINE• -0 J. l F .17- 1-00 y 4.cr 26-00 `r 89200PE • JOB NAME : POLYGON NW PLAN 7-B NH - B4 _- Scale: 0.2298 WARNINGS: GENERAL NOTES, unless otherwise noted: 177 4 OREGON ^ 4/t. Truss B4 1.Builder and erection contractor should be adrsed of all General Notes This designs based only upon the parameters shown and Is for an individual .. v and Warnings before construction commences. building component Applicability of design parameters and proper +�/) 1 4' f`y°�_' 2.254 compression web bracing must be installed where shown+. incorporation of component is the responsibility of Me building tlesigner. 'V F'- _ 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at (moi y 's the responsibility e the erector.Additional permanent bracing of 7 o c and at 10 o c respectively unless braced throughout then length by -_- � :[]1 1 �, v. DATE: 12/10/2015 the overall structure is Meresponsibilityf the bu Id des cont continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC) Fl i l.. o ng designer. 3. Impact bridging or lateral bracing required where shewn++ SEQ.: K 15 8 9 671 4.No bInstallation 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 Wads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ��// p [p. +.11/q]/ !� TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the 9.Decessa ssumes lull bearing at all supports shown.Shim or wedge If fabrication.handling.shipment and installation of components. ry December 10,2015 6.This design Is lumished subject to the limitations set forth by 0.Design assumes adequate drainage is tr vided. e.Plates shall be locela ted on both faces of ss,and placed so their center TPIAIRCA in 13151,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTms Software 7.6.7(1 L)-E 9.Digits Indicate sae of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) L. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <— 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, L=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T ,f 12 I IM-9x9 12 Q6.00 6.00 3 ro • 2 111111111 %11 4 1 co o 1 ' gIIii o O M-3x5(5) M-3x9 M-3x9 1 1 10-00 12-00 D •ROFk-- 11 00 J. 22-00 �•, - ‘1C?t `�'�'0 ' 89200PE JOB NAME : POLYGON NW PLAN 7—B NH — Cl ,._!� /�'' — • Scale: 0.3558 �� it WARNINGS: GENERAL NOTES, unless otherwise noted: ©t"). /'��IvIA . 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 ' OREGON fV`w. L Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper �j1' Fv '\ 2204 compression web bracing must be installed where shown+ Incorporation of component is the responsibility of the building designer. a" �j �.v} 0 "�" 3 Adtl t onal temporary bracing to insure stabil ty during constructors 2.Design assumes the top and bottom chords fo be laterally brecetl al 'ic y Is the responsibilityf gie erector.Additional l brat n f 2 a.c and at te'o c respectively unless braced throughout their length by R). opermanent g o continuous sheathing such as plywood sheathing(TC)and/or drywall(B1) -R 1 0. DATE' 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 8 9 6 7 2 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 5.Design assumes trusses are 10 be used in a non-corrosive environment, fasteners are complete and at no time should any loads greater than and are for"dry mndbiun"of use. design loads be applied to any component. TRANS ID: LINK s.CompuTrus has no control over and assumes no responsibility for the 6 necessary. fabrication, assumes full beadng al all supports shown.Shim or wedge i( EXPIRES. 12/31/2015 ry. EXPIRES:�7 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 1 0,2015 6.This design is famished subject to Co limitations set forth by 8,plates shall be located on both faces of truss,and placed no their center TPINJrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 #16BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9-(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.6" 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" 11-00 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T f f f T system and components and cladding criteria. 12 12 6.00 p M-4x6 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor-1.6, 4 '?-4' End vertical(s) are exposed to wind, 0 ' Truss designed for wind loads in the plane of the truss only. 14-1.5X3311,111111,°11‘111411111001:-1.5X3 3 M o M a' 1 2" bly r 1 8 9 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 a l y y b 7-06-03 6-11-11 7-06-03 J. 10-00 y y • CO P R(pF 12-00 1-00 22-00 1-0o ��•, r4f'IN cS',r0 Q 89200P E JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2433 WARNINGS, GENERAL NOTES, uniessothemisenoWc1 40 Cr 44/ Truss C2 1.Builder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown ands for an individual + OREGON " and Warnings before construction commences. building componentApplicability of design parameters and proper , l7 fV A- 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. !" �} n Ys `� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom ass b to be laterally braced at �y1 �` y 1 r'J 1,1� 'Y� Is the responsibility of the erector.Addbona l permanent bracing of Toc and at ilY o.c respectively unless braced throughout their length by R-./ f s+ l DATE: 12/10/2015 the overall structure sthe reresponsibility of building tles continuous sheathing such es plywood sheatmng(TC)and/ordrywsll(BC) rR_R i�` spons y o g gner. 3.2x Impact bridging or lateral bracing required where shown++ _ S. SEQ. : K15 8 9 67 3 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 5.Design assumes trusses are to be used In a non-corrosive environment, listeners are complete and et no time should any loads greater than TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. e ry_ EXPIRES: 12/31/2015 8.This design Is furnished subject to the limftations set forth by 7.Designesassumes aedaoneothboo loprosis.an ded. December 10,2015 8.Plates shall be located on bath faces of truss,and placed co their center TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In inches. MITek USA,Inc./CofnpuTres Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. - Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T 1' 12 12 IIM-4x4 Q 6.00 6.00 33 1�� ,,, 2 ` 4 0 T.,,, ' a, o 1 0 II tz. o 0 M-3x5(5) o M M-3x4 -3x4 1, 1, 10-00 12-00 •fit© .Rork 11-00 l 22-00 �,�Gj--ANG1 • S. st0 :9200PE• c" JOB NAME : POLYGON NW PLAN 7—B NH — C3Sale: 0.3558 � �r WARNINGS: GENERAL NOTES, unless othenvse noted: # !'1 �©� fit- 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only 'upon the parameters shown and Is for an individual ? 0f'1 tic �4f Truss: C3 and Warnings before construction commences building component.Applicability of design parameters and proper 2 2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building deagner. #6 �" 1, ' AG�,�. R•' " 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced al - Is the responsibility of the erector.Additional permanent bracing of 7 o c and at 10 o.c respect vely unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(130) - `R.R if`�� DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r t l SEQ. : Ki5 8 9 67 4 4.No load should be applied to any component until after all bracing and 4.4.Design ssumon of ru truss is s thhe e respo sie ulsyytl in the ene ractar. fasteners are complete and at no see should any loads greater than TRANS ID: LINK design loads be applied to any component. andgnassumefulare for"dry lbiarigace ppo gei 5.CompuTrus has no control over and assumes no responsibility for the 8 Dece f Il beadn tall su ds shown.Shim or wed 1 EXPIRES. 12/3.1/2015, necessary. h EXPIRES: I G J G 1 J fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINYTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plata in Inches. MiTek USA,Ina./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #105TH LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 1- 2=) 0) 50 2- 9=(-103) 1261 3- 8=(-311) 220 SPACED 29.0•• O.C. 2- 3=(-1504) 335 8- 9=(-103) 839 8- 9=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 9- 9=(-111) 492 LOADING 9- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.093" @ 14'- 5.8" Allowed = 1.059" MAX TL CREEP DEFL = -0.068" @ 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" 9 21'- 6.5" 11-00 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T f f f T system and components and cladding criteria. 12 12 6.00 M-4x6 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 ,f-r( End Vertical(s) are exposed to wind, 11Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 re ce O s . o YV' O 6 17-6 7 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 l y y y 7-06-03 6-11-11 7-06-03 1 b b ��.. �'�©• P 0-P. -10-00 12-00 � �y l � ; 'C� t, - , - ---F0i-00 22-00 1-00 tf. 89200PE yr"- JOB NAME : POLYGON NW PLAN 7-B NH - C4 ikei��r��- Scale: 0.2933 WARNINGS: GENERAL NOTES, unless otherwise noted: W 1 (y> Truss C4 Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an Individual SC and Wamngs before construction commences building component.Applicability of design parameters and proper l:l 14 2 2x4 compression web bracing mus be installed where shownv incorporation of component is the responabillty of the building designer. !I N 3.Additional temporary bracing to Insure stability during constructor o Zoand at l 2 Design assumes the tap and bottom chords to be laterally braced at �'?.5 "I � Y A s the responsibility of the erector.Additional permanent bracing of ao�respectively unless braced throughout their length by G' DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 2eimpa b9dg:g sheathing stchssawcotlsliwhrsown+tlrywall(BC). __ ��_ ��� 3 2x impact brag ne or the eralbracing required where shown+, SEQ. : K15 8 9 67 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is thresponsibility of the respective contractor. 5.Design assumeslmsses are to be used in a non-corroslve environment, fasteners are complete and at no dee should any loads greater than 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.Designassumes bearing at all supports shown.Shim or wedge i( fabrication,handling,shipment and installation of components. necessary. EXPIRES: 12/3.1/2015.. 6.This bydesign Isfurnished subject tothe limitations set forth T.Pltisshallgn esadeduonaothlfageio trussed. December 10,2015 e.Plates shell be located on both feces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 - 9.Digits Indicate size of plate in Inches. 1 LE p ( ) 10.For basic connector plate design values see ESR-1371,ESR-1955(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-4=(-99) 81 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 9'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 4.0" Allowed = 0.159" 3-00 MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" A 1 1' MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=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 End vertical(s) are exposed to wind, 3 -/ Truss designed for wind loads 2 in the plane of the truss only. PROVIDE SUP,a• 1 0 00110.1111111111111 to ti 1 M ....111111111 l 5�� 11111, 0 M-3x8 M-1.5x3 y l 3-00 4-00 ' 0PR Of •• 0 GINE .\... � • ES0 •`rte 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - D1 Scale: 0.6153 ,44040,1,40.9:---:: WARNINGS: GENERAL NOTES, unless otherwise noted: ©[7 r(^*©N / 1 Builder and erection coMrecior should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �� REG tx ��4 Truss: D1 end Warnings before construction commences building component Applicability of design parameters and proper �] (� / 2.2a4 compression web bracing must be installed where shown il incorporation of component s the responsibility of the building designer /\ `9�'" ' V� "" 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be ta(eally braced at C/ s the res MI I of erector.Additional t bracing f 7 o c.and at 1 B o c respectively unless braced throughout their length by ponsi y o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) �. i ,t-� DATE: 12/10/2015 the overall structure k the responsibilhy of Me buiiding designer. 3.9t Impact bridging or lateral bracing required where shown a d SE K15 8 9 67 6 4.No load should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. 4• : fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. �] TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES" 1 yl/31/2015, fabrication,handling.shipment and installation of components. ryed. .l EXPIRES:t7 G J 1G J pmen P 8.Platesseabeloctleduonbothtegelo truss, December 10,2015 6.This design is tarnished subject to the limitations set forth by 8.Plates shall be located on both faces of Voss,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 size of plate in Inches. MiTek USA,Inc./CompuTms Software 7.6.7(1 L)-E 10.Far 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 TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF d1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 81&BTR SPACED 29.0" O.C. 1-2=(-29) 14 1-3=(0) 0 WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. U011. LL( 25.0)ti-DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. U010. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 9.2'• 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 110 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" 12 MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" 9.00 D MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 2 -/ Design conforms to main windforce-resisting system and components and cladding criteria. iir 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, End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. i tt1 01 0 4. ›..< 3�C / M-3x8 l y 3-00 4-00 (PROVIDE FULL BEARING;Jts:4,3,2 I V 89200( E JOB NAME : POLYGON NW PLAN 7-B NH - D2 _ �, Scale: 0.8962 WARNINGS: GENERAL NOTES, unless otherwise noted: �� y © .�j+©N 7.- 41 _Truss D21.Bilder and erection contractor should be advsed of all General Notes This desgn A based only upon the parameters shown ands lar an individualf_L(r and Wamngs before construction commences buildng componentApplcability of desgn parameters and proper - C� - . .Q` +� 2.2x4 compression web bracing must be Installed where shown-t. 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 chortle to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of T o c and at ea o c.respectively unless braced throughout their length by _-' ��C•]11 DATE: 12/10/2515 the overall structure is the responsibility of the building continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). - .. .-RGI L g designer. 3.20 Impact brltlgi or lateral bracing required where shown++ SEQ. : Ki5 8 9 67 7 4 Na load should be applied to any component until after ell bracing and 4.Installation of truss s 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, n c .(l] Oji i C TRANS ID: LINK design loads be applied to any component. and are for"dry conikian"Ouse. EXPIRES. I2/31�2015 5.CompuTrus has no control over and assumes no responsibility for the 6.necNessa seumes lull bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry December 10,2015 6.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 TPIM?CA in BC51,copies of whWh will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING L( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL( 25.0)+D BC LATERAL SUPPORT <= 12"OC. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 —/ O I o0 co °IllllIIIIll2 --''g'II ri 0 4 M-3x4 l )' l 1-00 B-02 s PR Ofi�scE. fs 1 �G(NF� ©2 �� 89200PE JOB NAME : POLYGON NW PLAN 7—B NH — El Scale: 0.6366 / --1 WARNINGS: GENERAL NOTES, unless otherwise noted: © OREGON �it i Builder and erection Retractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is Mr an individual A w- Truss: El and Warnings before construction commences building component Applicability of design parameters and proper !� '\ 2 2x6 compression web bracing must be installed where shown incorporation of component is the responsibility of the building designer. b�� 1 4, 20 v" '. 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and vebbottun chords to be throughout braced at R) is the responsibilityf the erector Addit Additional I bracing of T o c and al l0'hin rsuch as ply unless braced throughout the r lengthC). [� o pertndig continuous sheathing sutras plywood sheathing(TC)antl/or drywall(BC) FR:A��� DATE• 12/10/2015 the overall structure is the responsibility of the building designer. 3.Di Impact bridging or lateral bracing required where shown+s SEQ.: K1589678 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respect contractor. 5.Design assumes trusses are to be used In a non-corrosive environment, fasteners are complete and et no time should any loads greater than t. and are for'dry condition'of use. design loads be applied to any component.TRANS ID: LINK8.Design assumes full beanng at all supports shown.Shim or wedge if EXP RES: 1 /31/2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES: shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits Indicate sae of plate in Inches. MITA USA,Inc./CompuTrus Software 7.6.7(IL)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" 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=(-51) 67 3-5=(-255) 179 BC: 2x9 KDDF #1113TR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-105) 88 LOADING 3-9-( -7) 3 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 HORS BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -68/ 479V -33/ 97H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 KDDF ( 625) ''s For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP ICONS. 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/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 TC PANEL LL DEFL = -0.294" @ 9'- 1.7" Allowed = 0.484" MAX TC PANEL TL DEFL = -0.393" @ 9'- 1.7" Allowed = 0.727" 7-10-04 0-03-12 T 'r MAX HORIZ. LL DEFL = 0.001" @ 7'- 10.3" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 4.00 G,- M-1.5x3 Design conforms to main windforce-resisting q system and components and cladding criteria. 3 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, g (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I 0 0 f h A o O f I 5 -/ 2 o M-3x4 M-1.5x3 l ), b 7-10-04 0-03-12 y l 1 1-00 8-02 cc�� GINE ,5, 0 ®9ZOOP JOB NAME : POLYGON NW PLAN 7-B NH - E2 �� Scale: 0.5366 i /� . 1. WARNINGS: GENERAL NOTES, unless otherwise noted: Truss E2 1.Binder and erection contractor should be advised of all General Nates This design is based only upon the parameters shown and is for an individual '7 OR EG©I �(- andWamngsbeforemnstructioncommences building componentApplicability of design parameters and proper / i®ICL`7 Iv G(r 2.2a4 compression web bracing most be installed where shown... incorporation of component is the responsibility of the building designer. `� 41)' 1 1 ON Vit � 3.Additional temporary bracing to insure stability during constructor 2 Design assumes the top and bottom chortle to be laterally braced al Is the responsibility of the erector.Additional permanent bracing of 2oc and at 18'oc.respectively unless braced throughout Mer length by DATE: 12/10/2015 the overall structure s the responsibility f the building tl continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) 9?" spons y o g esgner. 3.rat Impact bridging or lateral bracing required where shown*. /IqcR,.R ILA- SEQ. : 1<1589679 a.No load should be applied to any component until atter all bracing and 4 Installation of bws is the responsibility of the respective contractor. fasteners are complete and el no time should any mads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if n r�jj I� C fabrication,handling,shipment and Installation of components. necessary. EXP I REQ: 1 Gf311201J 8.This design Is furnished subject to the limitations set forth by T.DesignPlates assumes adequate drainage is prodded. December 1 0,201 5 B.lines shall be located on both faces of truss,and placed so their center TPIAN/CA in SCSI,copies of which will be fumishetl upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 1 fl.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 TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 49 3-4=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 10.1" Allowed - 0.279" 4-11-04 0-03-12 MAX TC PANEL TL DEFL = -0.043" @ 2'- 8.1" Allowed = 0.419" f 1 1' MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.2" 4.00 C' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=l.6, End vertical(s) are exposed to wind, rlilli111111111111111.111MIMMIMMIMI.1111 Truss designed for wind loads in the plane of the truss only. N 1 0 0 N 1MO f 2�� $ O M-3x4 M-1.5x3 y l J' 4-11-04 0-03-12 l b l 1-00 5-03 ,<�i-40 PR OA .. cc 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.5695 -- WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for anindividual i"r R G N\A. 44/ Truss: E3 and Warnings before construction commences building component Applicability of design parameters and proper r y N 2 204 compress on web bracing must bel teflotl where shown+. incorporation of component s the responsibility of the building designer. /� �' /4' ZS) "� 3 Additional temporary bracing to Insure stability during construct n 2 Design assumes the top and bottom chords to be laterally braced at r �,. s the res rrslblN of erector.Additional t bracing 1 7 o c.and at 10 o.c respectively unless braced throughout their length by po yo pennanen go continuous sheathing such asplywoodsheathng(TC)andlordrywall(80). C` •R.RIO- DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3 2z Impact bridging or lateral bracing required where shown++ SE Ki5 8 9 6 8 0 4.No load shove 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 see should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D• LINK design loads be applied to any component. and are for"dry nonillion"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Decease assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2015 nl/31/2015, ry. G/\f RCa7 C /C. J fabrication,handling,shipment and ation of components. 7.Design assumes adequate drainage 5 provided. December 1 0,201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed m their center TM/16MA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.(CompuTms Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" COND. 2: Designchecked for net(-5 TC: 2x9 KDDF #1bBTR LOAD DURATION INCREASE = 1.15 I psf) uplift at 29 •'oc spacing. HC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. GIN. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) areexposed 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 IHC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 3 12 4.00 ti 0 0 cu 2 N rr M-3x4 4 l l 1-00 5-03 y t PRO 4 ` ,. ..892OOPE JOB NAME : POLYGON NW PLAN 7—B NH — E4 �- ' Scale: 0.7524 (� 40" 40. WARNINGS: GENERAL NOTES, unI Se theraise notedit 57 . OREGON A- Truss E4 1.Builder and erection contractor should be advsed of all General Nates Ths design is based only upon the parameters shown ands for an individual /-// • Vs and Warnings before construction commences building component Applicability of design parameters and proper "*6 '17)" 2.. �� 2.2x4 compression web bracing must beinstalled where shown. ncorporet on 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 chorda to be laterelty braced at 4/ ' ��. s the responsibility of the erector.Additional permanent bracing of 2'o o and et 10 o e respectively unless braced throughout their length by FR R O�� DATE: 12/10/2015 the overall structure s the responsibility of the building tles continuous sheathing such asaving required ng(TC)and/or drywall(BC) g igner. 3.2r Impact bridging or lateral bracing required where shown++ SEQ. : K15 8 9 6 81 4.No load should be applied to any component until after all bracing and 4.Inatalfation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-cormeke environment, c TRANS ID: LINK design loads be applied to any component. and are for"dry condition",,g use. EXPIRES: 12/31/2015' 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry. December 10,2015 fi.This design is famished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. 9.Plates shell be located on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 3/4" Centerplate onjoint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths /4 I ( (Drawings not to scale) offsets are indicated. Damage or Personal Injury rn. Dimensions are in ft-in-sixteenths. 111.%‘. 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. c1-2 C23 2. Truss bracing must be designed by an engineer.For O 1/t 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 31W—IONE $ 0 bracing should be considered. O 3. Never exceed the design loading shown and never 1-� /I44� U stack materials on inadequately braced trusses. 0 0_a Provide copies of C7-: 6-7 c5-b 4. designer,erectionthis trusdesign to the supervisorr,property ownerllding and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-14a' from outside 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 ands mrebedulafull d by ANSI/TPaI Knots and e at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber Software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. �! Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. w� Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 1 b.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise. ® ( number where bearings occur. 111111111111111111 Min size shown is for crushing only. x 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. ■T BCSI: Building Component Safety Information, I\/1' ! 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