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Plans (77) swim 7-)--c)/ cy,, l Nit 7 / ?o S 77-4 MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PRD , , cgN NE `>� .74Gl -89782PEfef p' OREGON,,,,c3, 1 gRYi5' ,a�Q� PAUL "i August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15.264 UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS I 1-0-0 1 P-5-6 1 i 1-2-0 1,a^ Scale=1:25.0 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e o - a o e o o a . A/ 114111\ 4•00°Ile Ni N /111111\ 4011 NIIII1141` / \b.-..-. o w e s o e e e 2 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 I I 3x5= 3x5= 3x5= I 7-0-14 17-7-1416-2-141 14-4- 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [8:0-1-8.Edge].[19:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (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). LOAD CASE(S) Standard KN.• PR.�FF0.0 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Co` N,GINE$. Uniform Loads(pit) ,C7� ' R .C.)4.„ . Vert:16-24=-8,1-15=-80 Q 89782 P E Concentrated Loads(Ib) Vert:2=-674(F) / 1111111, 9 OREGON �,0 -'q&4Ry .1 ,J(Q' k PAUL P� EXPIRES: 12/31/2016 August 7,2015 e e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI67473 rev.02/16)2015 BEFORE • USE. 'er 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 responsibtity of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/H.11 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 nitrite Heights(`A 9Ffitn Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264 UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdtZNgfkdygBiR 1 0-10-12 1 F 1-2-0 1 1 0-10-8 1 1 9-6-0 1 Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 Il 3x4= 1.5x3 II 354= 1.5x3 II 1 2 34x4= 4 5 6 7 8 a o a ® a o N ./li e b O O e e 1 13 12 11 10 g 3x4= 1.5x3 II 1.5x3 II 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 1 13-84 I 1-1-12 0-7-0 0-7-0 11-48 Plate Offsets(X.YI— [2:0-1-8.Edge1,.3:0-1-8.Edgej LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl 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 Ina YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. � E3.PR.oF�s �� N I NEF/9 0 `t. 81.782PE �r -,7 OREGON o� 119Lgny15,`�4 �'r4.ti L RAJ EXPIRES: 12/31/2016 August 7,2015 4 0 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 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 responsibillify 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/TP[1 Quardy 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 Citnic Hright,CIA 95A10 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-?nyxAbZWfUc51WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ I 2-6-0 I °I I 1-2-0 I I 0-8-14 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 e e o a Cr — i \ o 0 0 o is— o' o, ♦' 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 II 3x8= 3x4= I 5-10-2 1 6-5.21 7-0-2 I 13-1-B I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 14:0-1-8.Edae1.15:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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 lncr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •\(<- gy).P ROi mato. t• /9 /04. �- 89.782PE c . Odirr. - . am • y OREGON Ooh Q, "1 +� 2 q Y15' �� 9k AUL 0,J EXPIRES: 12131/2016 August 7,2015 I ®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. I` Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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/IPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:itruc Heights,C.A 45A10 Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264 UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 0 Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT_v91TEGty1 hJmpVyqBiP 2-6-0 I I 1-8-6 1 1 1-2-0 11 0-8-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 e li _ a o \_ — v cr e a e e ir 1 A.. 13 12 11 10 • 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= I 7-0-14 17-7-1418-2-14 I 14-4-4 I 7-0-14 0-7-0 0-7-n 6-1-6 Plate Offsets(X.Y1— 14:0-1-8.Edgej.[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 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/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=2010/0,4-5=-2110/0,5-6=1999/0,6-7=1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��0.. PROF S �`co �t\IGINSk-. /02 ,- 't 9782PE r 0-4;...... ;rf. • . 9,L OREGON ;' - PAUL V" EXPIRES: 11/201 August 7,2015 •4 A 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 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/1P11 Qualify 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 Clinic Heighte 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_WJOxZ8jokylfsSGMIm6rT_I9JYEJXy1 hJmpVyqBiP I 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 0 N 6 6 1 10 9 8 3r. 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4= I 2-3-10 1 2-10-10 I 3-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Pate offsets ..Y— 2:0-1-8 the 3:0-1-8 d.e LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. (,,i0). P R.Op 189782P v i/• N yf 7 OREGON �� Q- ItAi .k.4R'Y 15'J<6. PAUL R� EXPIRE : 12/31/2016 August 7,2015 I 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MWTEK REFERANCE PAGE MII-7473 rev.02118/2015 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/091 Qualify Criteria,056-89 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 (`itnrs Heights r.4 55515 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Pagel ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP._guzogOnnEBGYKrz?RiD8EU?ottOygBiN 1-9-14 I I 1-2-0 I I 0-8-14 I I 2-6-0 Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 , ®e ea 0 N J �a o 0 o e 11 10 9 8 1.5x3 I I 1.5x3 II 3x6= 3x4= 3x4 =- I I 2-0-14 12-7-14 I 3-2-14 I 9,4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y1— [2:0-1-8.Edgej.[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,O%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. , -5ik P R pFFss ��c • cGNE�'� /C)* 89782PE r L iI x-7 •REGON Q'� Q' �9� PAUL RArlY ib �IQ` EXPIRES: 12/31/2016 August 7,2015 e • ®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. �a 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/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 C,ifn tc Hpigh}c(TA 85th n 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:D Fkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHam U5spGPReg3G?e203VZYjzhM5FL3JLyygBi0 I 2-6-0 I 2-1-12 I I 1-2-0 110-9-8 I 7-3-0 I I 1-7-0 1 I 1-40 I 1-6-0 Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 Il 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6= 1,5x3 I I 1 2 3 4 5 6 7 8 9 10 m i 1 / o N B B 9 e B B - 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4= 12-10-12 I 4-10-12 15512 16-0-12 1 11-8-12 123121 I 15-11-12 I 4-10-17 0-7-0 0-7-0 550 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— [7:0-1-8,Edgei.[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 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012T P12007 (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. <(- �D PR.op. Q.I. -GINEF/9 'b 4c 89782PE NM 4 OREGON (i, Q- _v9eilly 15,JQ` --4UL R' EXPIRES: 1W31/2016 August 7,2015 t t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16f2015 BEFORE USE. * Design valid for use only with Mack connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M-Tek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-B9 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 (:thin Hri0htn C,A 95610 Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264 UPPER F08 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 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzcl0j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM I 9-6-0 I 2-1-12 11 1-2-0 1 1 0-9-8 1 2-3-0 I I- 2-3-0 1 1 1-2-0 1 F¢$$� Scale=1:28.5 1.5x3 I1 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 v e e i : —11441111011 -"' /- - i 9 a o e e 16 15 14 13 12 .ee' 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4= 12-10-12 I 4-10-12 15512 I6-0-12 1 11-8-12 I2-3-121 I 16-4-4 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.11— L7:0-1-8.Edge].[12:0-1-8,Edge],f15:0-1-8,Edge],[16:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/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=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. �v,E). PROFFS �c#' �NGI NEF/9 `S'j02'9 4• ;89782 PE V •HEGON �'� Q 9,9 GlAy X5,2�Q- /rPAUL ��J EXPIRES: 12131/2016 August 7,2015 e , ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. ^ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1711 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hri3hts,CA 9561n 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-MIIgEJccfnnOE�O�7HADVCgiGheXZnbxA2zXyJH_yHygBiL 2-6-0 I 2-1-12 I I 1-2-0 110-9-8 I 2-3-0 I I 2-3-0 1 l 1-2-0, 1 o 121 Scale=1:28.2 404= 1.5x3 II 3x5= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 4.i 11111m / o N ® e fl \ O / O 6 O e A 1 16 15 14 13 12 � 3x4= 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 155-12 p-0-12 1 11-8-12 12-3-121 I 16-2-8 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— 17:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edgej.[16:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E I 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. e�E). PROFes ,.So. 29. `z 8.782PE 1-'. 40 92 0 EGON �N Q 'EXPIRES: 12/31/2016 August 7,2015 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 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,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System ® General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury rill 1 Mr Dimensions are in ft-in-sixteenths. 6� 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. o1 n C1-2 C2-3 '/16 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p O bracing should be considered. IMIllAir _ U tIth FAOz 3. Never exceed the design loading shown and never o U stack materials on inadequately braced trusses. O � 1— cs 7 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 s s designer,erection supervisor,property owner and plates 0 'Aa' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each Knots required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locat looint cations are bregulaed t d by ANSId/TPII 1 wane at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ��i� Indicated by symbol shown and/or specified. by text in the bracing section of the output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at if indicated. spacing indicated on design. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 11111 AlW Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior =, reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. I�� =� '£e 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: National Design Specification for Metal 'VIII19.Review all portions of this design(front,back,words and pictures(before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.ilea Guide to Good Practice for Handling, 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 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-270) 1528 3- 8=(-383) 258 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9=(-124) 1001 8- 4=(-128) 638 WEBS: 2x4 KDDF STAND 3- 4=(-1590) 399 9- 6=(-298) 1528 4- 9=(-128) 638 LOADING 4- 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 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127" @ 17'- 1.8" Allowed - 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL - 0.043" @ 25'- 6.5" 13-00 13-00 6-09-04 6-02-12 6-02-12 6-09-09 Design conforms to main windforce-resisting f f f I system and components and cladding criteria. 12 M-4x6 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9,0" load duration factor-1.6, g ,(( End vertical(s) are exposed to wind, IRTruss designed for wind loads '1111111111111in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 to O / .M o 1 G:i Y 8 7 8 9 6 1M-3x9 M-3x9 M-3x9 M-3x9 1 O O M-3x5(5) J• y y y 8-10-03 8-03-11 8-10-03 y y 10-00 y 16-00 y ,mac �� a -,6*<, 0l_-.. 1-00 26-00 1-00 C(,+�',--- .�... 89200PE t" JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2048 _ WARNINGS: GENERALNOTES, unlessothenvisenoted. ©� �©IV _/'C'+ 1 Builder and erection contractor should be advoed of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 40 Truss: B3 and Warnings before mnstrucfon commences binding component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown♦ nmrporetlon of component la the responsibility of the building dealgner. � e, '° S 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at •( 14, 4 , is the responsibility of the erector.Additional permanent bracing of 7 o c and at 10 0.5.respectively unless braced throughout their length). ^'F DATE: 12/10/2015 the overall structure Is the responsibility of the building designer continuous Wreathing sten l bracings re sheathing(TC)s and/or tlrywall(BC) ii R,L� _ 3 titImpact boEgmg or thtereliy of the whereshowo to SEQ.: K 15 8 9 67 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a 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 al all supports shown.Shim or wedge If EXPIRES:-12/31/2015 fabrication,handling,shipment and installation of components. 7necessary. .Designshaallbeaatleduoneothlface is provided December 10,2015 6.This design is furnished to the limitationsono set forth by 8.Plates shall bels adequate on both faces of truss,and placed so their center TPINVICA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in Inches. MiTek USA,Int./CompuTras Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-247) 1594 10- 3=( 0) 228 BC: 2x4 RODE#1&6TR SPACED 24.0" O.C. 2- 3=(-1886) 361 10-11=(-249) 1591 3-11=( -378) 107 WEBS: 2x4 KDDF STAND 3- 4=(-1479) 359 11-12=(-171) 1308 4-11=( -85) 76 LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 4-12=( -183) 151 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- 8=(-616) 2784 5-12=( -207) 953 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2946) 590 12- 6=(-1726) 395 TOTAL LOAD - 42.0 PSF 7- 8=(-3145) 715 6-13-( -191) 1428 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=( -104) 165 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 13-00 13-00 MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 T f T T T T f 12 12 M-4x6Design conforms to main windforce-resisting 6.00 Q 6.00 system and components and cladding criteria. 4.0" 5 4°"( Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, 4 Truss designed for wind loads M-3X6 in the plane of the truss only. r M-3x43 M-1.5x3 7 c M-5x6 7M-4x4 M p cat, 2 43 t� M-3x10 ",B 9 o to u 1 M-3x4 M-1.5x3 M-5x10 i 0 0 ..3.00 3.00 . Q RO-t 12 12 * * b * 1 b 5-01 4-10 3-01 4-08-12 8-03-04 > .. 1 l ), 1, U y 1-00 9-11 7-09-12 8-03-04 1-00 C / y `• 1g 26-00D C • E ' 8`92.001. JOB NAME : POLYGON NW PLAN 7-B NH - B2 Scale: 0.2048 {}^'' WARNINGS: GENERAL NOTES, unless otherwise noted J, OREGON /r.,©A �i`' 1.Builder and erection contractor should be advised of ell General Notes 1.This designs based only upon the parameters shown and Is for an individual • OR U` 1 sJ t Truss: B2 and Warnings before construction commences building component.Applicability of design parameters and proper �j 'Lim} y \� ��, 22x4 compression web bracing must be installed where shown«. incorporation of component Is the responwblty of the building tleagner. �" IQ, 3 Additional temporary bracing to insure stability during constructon 2.Design assumes the top and bottom chords to be laterally braced at by Is the responsibility of the erector.Additional permanent bracing of continuousntc.and at sheathingY o n respectively ply unlessod braced throughout mart length). mpactgir ltehsbalywg e s showand/orn drywall(BC) '•/�R•'.R 1i DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ F� l.+ 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 than5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and era forums condition.of use. p� wedge 5.CompuTrus has no control over and assumes no responsibility for the 6.Design full bearing Talley supports I, EXPIRES: 12/31/2015 awry. December fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 1 0,2015 6.This design is furnished subject to the limitations set forth by 8,plates shall be located on both faces of truss,and placed so their center to.Gl r TPI/WTCA in BCSI.copies of which will be furnished upon request. lines coincide whh joint center lines. 9.Digits indicate siee o/plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(IL)-E tO.For basic connector plate design values see ESR-131 t,ESR-1985(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-251) 92 10- 3=( -12) 169 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=( -69) 347 10-11=(-255) 90 3-11=( -470) 164 3- 4=(-146) 779 11-12=(-682) 251 4-11=(-1145) 248 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-566) 90 12- 6=( -765) 194 TOTAL LOAD = 42.0 PSF 7- 8=(-980) 274 6-13=( 0) 450 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 50 13- 7=( -346) 219 M-1.509 o equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF 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=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.036" @ 21'- 8.1" Allowed = 0.781" 13-00 13-00 MAX TL CREEP DEFL = -0.065" @ 17'- 8.8" Allowed = 1.042" ,r MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" / 5-02-12 ,/ 4-08-04 / 3-01 4-07 4-00-05 4-04-11 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" f / l I I MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" IIM-4x4 12 M-1.5x4 4.0" 6.00 1;7' M-3)65 .(-,(M-3x5 Design conforms to main windforce-resisting M-3x5M-1.5x9 �-.�, 12 system and components and cladding criteria. M-3x4 M-3x5 Q 6.00 4 Wind( 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,y M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, wEnd vertical(s) are exposed to wind, M-3x6 Truss designed for wind loads in the plane of the truss only. 3 M-1.5x3 �! - M-2.5x4 or equal at non-structural diagonal inlets. co �, M-5X6 M-3x4 Truss designed for 4x2 outlookers. 2x4 let-ins r1 of the same size and grade as structural top o o chord. Insure tight fit at each end of let-in. 1 y 11111111116..... 1M-3x8 4 • I Outlookers must be cut with care and are o 8 l permissible at inlet board areas on y o M-1105x3 11-5x10 l M-3x4 d 3.00 3.00 12 12 b b l l l c' o P R OPt. . 9-11 3-01 4-08-12 8-03-04 l 1 1-0 y 9-11 y 7-09-12 y 8-03-04 1-00 c-,. _ NG'N F'r_ /t' 1-00 26-00 1- 00 4 • :• *- 89200PE '',:7,_...... JOB NAME : POLYGON NW PLAN 7-B NH - B1 , o Scale: 0.2048 �a1� 44. WARNINGS: GENERALNOTES, unlessoMerwsenoletl 7J OREGON w. 4 ' Truss: B1 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 r] Ve and Warnings before construction commences bolding component.Applicability of design parameters and proper <) "4' y4 PY. 2 204 compression web bracng must be nstalled where shown+ mcorporabon ofcomponent is the responsibility of the building designer. t�.j ,a 1 l �+- 3 Adtltional temporary bracing to insure stablity during construction 2 Des gn assumes the top antl bodom ass buobe lateralty bracetlat - //�� is the responsibility of the erector.Additional permanent bracing of 7 c.c and at 10'o c respectively unless braced throughout their length by _ "' DATE: 12/10/2015 the overall structure is the responsibility of the building designer. conlnuous sheathing such as plywooduited wheres and/or drywall(BC). 4.No load should be applied to 3.in2riImpact bridging or lateral bracing required shown++ SEQ. : K 15 8 9 6 6 8any component until after all bracing and 4.Design of huss 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, EXP �]y TRANS ID: LINK design loads be applied to any component and are far"drycondltlon"oluse. EXI IRES: 12/3 /2015 5.Compri-11whasno control over and assumes no responsibility for the 6.Oesigs ssumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. nate ry. December 10,2015 B.This tlesign Is furnished subject io the limitations set forth 7.Design assumes adequate drainage is provided. Ff.Plates shall be located on both laces of truss,and placed so their center TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,IncJCompuTrus Software 7.6.7(1 L)-E 9.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DD£/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 50 2- 8=(-378) 1590 3- 8=(-326) 309 BC: 2x4 KDDF #108TR SPACED 24.0" O.C. 2- 3=(-1751) 477 8- 6=(-431) 1540 8- 9=(-121) 934 3- 4=(-1351) 268 8- 5=(-326) 306 WEBS: 2x4 KDDF STAND 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. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" M-125/ 809V -82/ 82H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.075" @ 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" A ` ' 1 MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 12 Design conforms to main windforce-resisting 00 12 6M-4x6system and components and cladding criteria. 6.00 Q . 4.0" Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 ,t-/....( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), : : ldf: dto windr wind lohe truss only. M-1.5x3 M-1.5x3 3 5 8 M-5x8 M-3x4 M-3x9 O O Vo_ c 6 7 0 O O 0 a 3.00 3.00 12 12 > y y yy 1-00 8-03-04 8-03-04 1-00 to PRopt.....-. y �` . 16-06-08 • � ' F / •� t,, g 0 :_• 'c' 8 2OO E to- JOB JOB NAME : POLYGON NW PLAN 7-B NH - A240 Scale: 0.3183 l / ,r,.�-1' WARNINGS: GENERAL NOTES, unlessothenvise noted ©t=I I� . /x. 1.Builder and erection confrador should be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an individual _ l3 V A. W, Truss: A2 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 s the responsibility of the building designer. f�,/� `4).- - �V + 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the tap and bottom chords braced be throughoutly braced al �<� , Is the responsibility the erector Additional t brec n 1 2 o c and at l0'o.c respectively unless their length by [F� ```l ofpermanent g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) - 1 -' DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.9r Impact bridging or lateral bracing required where shown++ SEK1589667 4.No load should be applied to any component until after all bracing and 4.Installation of trussis the responsibility of the respective contractor. 4•• fasteners are complete and at no time should any loads greater than 5.Design assumes t asses are to be used in a non-corrosive environment, asst loads be a Iled to an m. and are for"dry condition.of use. TRANS ID: LINK design pP any 6.Design assumes full beating at all supports shown.Shim or wedge if EXPIRES: 12/31/2015]/ 1/201 C 5.CompuTrus has no control over and assumes no responsibility for the nocesse0,, G/�P I9 C�.7 I C/ I/G v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 10,2015 S.This design Is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate s@e of plate In inches. MITek USA,InniCompcTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see 05R-1311.ESR-1588(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" TC: 2x9 KDDF #1&BTR COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.) LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windf once-resisting system and components and cladding criteria, TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. 0014. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed 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 SON. 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. 8-03-04 8-03-04 12 12 IM-4x4 6.00 c Q 6.00 M O M / ////////////////!////////////////////////!///////////////////////////////////////////////////////// ojAIN 17, O i CD M-3x4 M-3x4 ' D PR©pt.. y 1-00 y 16-06-08 y 1-00 1 c'�, .... ,11 'If�i�€ �'/� --... - :9200PE —� JOB NAME : POLYGON NW PLAN 7–B NH – Al �� Scale: 0.9000 -, �} /+. • WARNINGS: GENERAL NOTES, unless otherwise noted 7G 7 OREGON w Ay`R• Truss: Al Builder and erection contractor should be advised Nall General Notes 1.This design is based only upon the parameters shown and Is loran Individual sA 1 F v and Wamings before construction commences building component.Applicability of design parameters and proper rt) �- 14 �9\...- ,. 2.2x4 compress en web bracing must be installed where shown+ incorporation of components theresponsibilityof the building designer. ( t 6^ 3.Additional temporary bracing to neuro stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 7 o c and at 10 o c respectively unless bated ihreugh dl their length by -'11 -R �':[�1��,,. DATE: 12/10/2015 the overall structure is the responsibility f Bebulbi continuous sheathing such as bracing plywood sheathing(TC)and/or drywall(BC). r l 1 sponc y o building designer. 3.In Impact bridging or lateral required where shown++ SEQ.: K 15 8 9 6 6 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, �/ c .(/'y j TRANS ID: LINK design loads be applied to any component. and are for"dry contlition"ig use. EXPIRES: DLI �/2O�S' 5.CompuTrus has no control over and assumes no responsibility for the 8 eecessa Design assumes full bearing al all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry. December 10,2015 6.This design Is furnished trrnished subject to the limitations set forth by 7.Design assumes adequate drainage is vided. 8.Plates shall be located on both faces of truss,and placed so their center TPIAARCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. g.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 1I.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I... ler 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. �� D PROF < 44; 17 'cc 8320OPE OREGON 0 40 A k 14,, V 4 4101P-z-117: grior.4111<- : 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. 4'-0' I 221-0' C3 N N, N 6:12 6:12 m C4 (4) to .t.- y - m 6:12 -I C2(10' - - N zi ` G Z- G4('14—� �{ \ -- - I\. r_ L U12 wm zw - W w0 2 A./1 O>S ~ DJ_ = co co J 00 N W 16'-0' 3 N o§< 1-- _ - a ~a c` �N'o 0 r /1- 72\ \\ \ \ u ZO vWi . o ce u u w w�LL¢ Q Z Z ' ¢~J g �a � _ - __. -_. C7 C7 I II, 1— -- - - vl H l7 zzo 0 ��w Z Lu z 3 Y C B2 (� o o8 �a znLL z � Z I. z0<. x a LL Z Z zooLL= m \\ ` = O Oce LL LL� oO2Nwa m Q QW o Op°'° u uoc z N �_� d':\\\\:\\* ES. � it _�<�� m 412 N ��LLoa W ® CONFORMS TO DESIGN CONCEPT Z? 1 W / '� LU CO ❑ CONFORMS TO DESIGN CONCEPT WITH / / REVISIONS AS SHOWN 1 ` r ❑ NON-CONFORMING-REVISE AND RESUBMIT I . THIS SHOP DRAWING HES BEEN REVIEWED FOR GENERAL CONFORAECE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORINNCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAPING. CONTRACTOR SHALL VERIFY ALL DIIENSIONS. Ey: lllcheela R.Petersen Date:February::,2010 26'-01CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 09/12/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL El PROJECT TITLE: REVISION-1: DRFOR ALLFURTHER 7-B NH KD INFORMATION.BUILDING DESIGNER/ENGINEER OFRECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO ■ ■ COMPANY 7-B NH / B-N H CHECKED BY: REVIEW AND APPROVE OF ALL VSS DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. k'{ 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. 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 #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-257) 1288 8- 3=( 0) 227 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-1539) 383 8- 9=(-259) 1285 3- 9-(-448) 138 BC: 2x4 KDDF #1&BTR 3- 4=(-1080) 364 9-10=(-293) 1265 9- 4=( -94) 564 WEBS: 2x4 KDDF STAND 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 4- 6=(-1063) 337 7-11=( 0) 4 6-10=( 0) 153 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1495) 390 BC LATERAL SUPPORT <- 12"OC. UON. 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" -169/ 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 o equal at non-structural 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" Unbalanced live loads have been MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" considered for this design. MAX LL DEFL - -0.041" @ 11'- 0.0" Allowed - 1.054" MAX TL CREEP DEFL = -0.084" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL = 0.033" @ 25'- 8.8" Design conforms to main windforce-resisting 13-00 14-00 system and components and cladding criteria. 5-11 5-01 2-00 3-01 10-11 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), s= M-9x4+ load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 6.00 M-4x6 Q 6.00 Truss designed for windloads 9 in the plane of the truss only. + M-3x4 • M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 .2" 3 �2 6 + r (- M-3x9+ rn 1 T ii o l0 2 M-3x4 M-1.5x3 90.25" M-1.5x3 11 1 o M-5x8(S) M-3x4 J, 1 b 1 l CJS ,,`G,f N ELc 0'/ 5-09-04 5-02-12 5-02-12 9-09-04 t3.. -tI'l'a `J� �� 1-00 26-00 ,1" F89200PE r- JOB NAME : POLYGON NW PLAN 7-B NH -• B4 = trim. Scale: 0.2298 •0 --- it WARNINGS: GENERAL NOTES, unless otherwise noted( 7 ,/a,OREGON• OEGON 4 t.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an individual Truss: B4 and Warnings before construction commencesc �.y `,, building componentApplicability of design parameters and proper 14 c 14' J 2.2x4 compress on web bracing must be installed where shown a. In 2 Incorporation of component is the responsibility of the building designer. ^ 3.Additional temporary bracing to Insure stability during construction 2 o c and at 1 Design assumes the top end bottom chords to be lateralty braced al _- G` _� �`4 C/ is the responsibility of the erector.Additional permanent bracing of 7 o c respectively unless braced throughout their length by . DATE: 12/10/2015 the overall structure is the responsibility I the buildingdesigner. 01 Irapa bridging atg suchrl as plywoodsheathing(TC)requiredwhere sand/or drywell(BC). sponsi kY o 3.2x Impact Drldging or lateral bracing where shown*• SEQ. : 15 8 9 671 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. and are for"tlry condelon"of use. EXPIRES: 12/31/2015 TRANS ID• LINK design bads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the 6.Designecassumes full bearing at all supports shown.Shim or wedge If • tabrlcatlon,handling,shipmentcomponents. necessary. December 10,2015 and installation o(mm is 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINNTCA 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,lnc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor-1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed 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 10PSF 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 1' T 1' 12 IIM-4x4 12 6.003 Q 6.00 ri,0 O 2 ' 4 Mo 1 10 1111 1111 I M-3x5(5) IIIIIIII o M-3x4 M-3x4 y l 10-00 12-000 e Rpt • 89200PE ' JOB NAME : POLYGON NW PLAN 7—B NH — C1 Scale: 0.355 ��• � WARNINGS: GENERAL NOTES, unless otherwise noted 0 "©� �� ,4:4- 1.Builder and erection contractor should be advised of all General Notes 1.Thm design Is based only upon the parameters shown and is for an individual w 44/ Truss: Cl and Warnings before construction commences building component Applicability of design parameters and proper x 2 204 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of the building designer. /� +'/�y �} ea 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �. • 1,%'1 6- inthe responsibility of the erector.Additional permanent bracing of 2'o c and at 10'o e respectively unless braced throughout their length by /��i� DATE: 12/10/2015 the overall structure s the rebin of buildingdes continuous sheathing ltebespc wcotluired theresowneng(TC)and/or drywall(SC). -"I fi ..Alt ` . responsibility designer. 3.2t Impact bridging or lateral bracing required where shown 4.- F� Ir SEQ. : K1589672 4.No bad should be applied to any component until after all bracing and 5.4. stallation of truis sibulxydInthe rospectivvec environment, fasteners are complete and at no time should any loads greater thanDesign assumesa 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: 12/31/2015 m--, fabrication,handling,shipment and installation of components. assum T.Plass shall satledon drainageIstrussed. December 10,2015 8.This design is furnished subject to the limitations set forth by B.Plates be located on both faces of truss,and placed so their center TP MICA in SCSI,copies of which will be furnished upon requestlines 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 deagn values see ESR-1311,ESR-7908(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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-229) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 9=(-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)o-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 PEE 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. ICONS. 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 = -0.043" @ 19'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 19'- 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 T ' 1' 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting '( '1 .' 1 ' system and components and cladding criteria. 12 12 6.00 M-9x6 Q 6.00 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (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, ss ind loads inuthedplane ofthe f or w truss only. M-1.5x3 M-1.5x3 3 O M NM d' r I _ �r R 7 2 8 9 6 I I M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 ,1. ,1 1 b 7-06-03 6-11-11 7-06-03 1 10-00 b 12-00 b .c.? - - fis di- . 1-00 22-00 1-0oy CaL •Fiji C . 89200.PE f. JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2433 _t ie _ 4t♦ WARNINGS: GENERAL NOTES, unless otherwise noted ,� �� . 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 �w"� Ir • Truss: C2 and Warnings before construction commences building componentApplicability of design parameters and proper %A l M �^• 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. 'h!" _!+^ i+ � 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top and bottom chords to be laterally brecetlat en W ( : . 's the responsibility of the erector Additional permanent bracing of 7oc and atlfyoc respectively as unless braced throughout their length by DATE: 12/10/2015 the overall structure Is the re b N of the building continuous sheathing suchrl bracing alywg re required et where s and/or tlrywall(BC). -Rfl 1-\ spons yg designer. 3 2x Impact bridging or lateral required where shown++ - r� lr SEQ. : K158 9 67 3 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to e.used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"tlry condition.of uee. 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXP I R E S: 1 2/311 'La/201.5 nece fabrication,handling.shipment and installation of components. scary.7.Design assumes t 6.This design is furnished subject to the limitations set forth by 6.Plates shall be locateduon both faces ate drainage iosftruvss,,and placed so their center d. December 10,2015 TPIN✓TCA In BC51,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 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 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"0C. 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=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSE' (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 T 12 HM-4x4 12 6.00 3 Q 6.00 rn 2 ' ` 4 onrn 1311 0i to 0 7 � M-3x5(S) 3 M-3x4 M-3x4 y )• 10-00 12-00 • � t R aft :9200PE r" 40P . JOB NAME : POLYGON NW PLAN 7—B NH — C3 Scale: 0.3558 , WARNINGS: GENERAL NOTES, unless otherwise noted: ©� �©� C 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 17Truss: C3 and Warnings before construction commences building component Applicability of design parameters and proper �� 4_ 2.2x4 compression web bracing must be installed where shown Incorporation of component is the responsibility of the building deegner. f J 4 r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to d t IafarelN braced length "� s me responsibility of the erector Add tlonal peneanent bracing o/ 2 o c antl ai ea e c respectively unless brocetl throughout their by DATE: 12/10/2015 the overall structure is the responsibilityf the bu Itl n continuous sheathing such as plywood required ng(TC)and/or drywall(BC) RI PIR 1 o g designer. 3.2x Impact bridging or lateral bracing where shown«« i-1 1.. SEQ.: K 15 8 9 67 4 4.No load should be applied to any component until after all bracing and 5.4.Installation of truss Isis the raesponsibility sie ilusyyd tae respective s•corroivevcontrreotor.eni, fasteners are complete and at no time should any loads greater thanand are forign umsdry contldien"of use. TRANS I D: LINK design loads be no lied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: C[ 1 )2 i 5.CompuTrus hes no control over and assumes no responsibility for the necessary. y.� EXPIRES: 12/31/2015' fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage re prodded. December 10,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAN'CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate awe 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 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=( O) 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=(-1316) 338 9- 5-(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.086" @ 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 = 0.016" @ 21'- 6.5" MAX HORIZ. TL DEFL - 0.030" @ 21'- 6.5" 11-00 11-00 T T T 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T . f . ' system and components and cladding criteria. 12 12 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 .h; End vertical(s) are exposed to wind, � Q Truss designed for wind loads �� in the plane of the truss only. M-1.5x3 M-1.5x3 3 M cm M Gla R 7 2 B 9 6 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 o l l ,J, l 7-06-03 6-11-11 7-06-03 • l l l � 0 PR '10-00 12-00 < R �5 h • -Co, G � ,� AN , O •-i oo 22-00 i oo 89200PE r-- . JOB NAME : POLYGON NW PLAN 7-B NH - C4 Scale: 0.2433 ' iii- WARNINGS: GENERAL NOTES, unless otherwise noted ©!'IEGON 'Cr 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 .{/'r41 Truss: C4 and Warnings before consiructlon commences building component Applicability of design parameters and proper ! n'` A /(* 2.254 compression web bracing must be Installed where shown+ ncorporal on of component s the responsibility of the building tleagner. /� '7 F ' p.JQ 3.Add t anal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords55bto be laterally braced at t 4 s the responsibility of the erector.Additional permanent bracing of 7 o c and at l o a t respectively unless braced throughout their length by _ /,{I7,•j��... '. DATE: 12/10/2015 the overall structure h the responsibility f the building des continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - -/ R I 1 V spons y o g gner. 3.24 Impact bridging or lateral bracing required where shown+4 Fl 1.. SEQ. : K158 9 67 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-conoslve environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. " S.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES. 12/31/2015.. fabrication,handling,shipment and installation of components. ry. EXPIRES: G! f �" 7.Pesign latereb located bothl faces of prussed.r December 10,205 6.This design is furnished sublet to the limitations set forth by 8.Plates shall be loptetl on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,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 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/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: 2x9 KDDF #1&BTR 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) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 2'- 4.0" Allowed - 0.159" 3-00 MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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 0 Truss designed for wind loads 2 in the plane of the truss only. PROVIDE SUP:.• of � m f 50E2M M-3x8 M-1.5x3 y y 3-00 1 y 4-00 tD P R©pis 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - Dl = /! Scale: 0.6153ia1 : usim WARNINGS: GENERAL NOTES, unless otherwise noted' S./ (]/[''�n' �Ak'' 1.Bolder and erection contractor should be advised of all General Notes I This design is based only upon the parameters shown and is for an individual - ©f'IC I�OIV Truss: Dl and Warnings before construction commences building component Applicability of design parameters and proper t� A N compression g incorporation of component s the responsibility of the building designer. � +' 7 2 2x4 web bracing must be installed where shown2.9 +. 2 Design assumes the top and bottom chords to be laterally braced at 1[� 3.Additional temporary bracing to Insure stability during construction "T) is the responsibility of the erector.Additional permanent bracing of Z o c and at 1 O e c respectively unless braced throughout their length by DATE: 12/10/2015 Me overall structures the responsibility of the buildingdesigner. continuous sheathinggiltehasang re airedNmatwhere shog(TC)and/or wn F/ �^][) . spons y 3.9t Impact bridging or lateral bracing required where shown++ SEQ. : K 15 8 9 67 6 4.No load should be applied to any component until after all bracing and 4.InstallationInf truss trusses responsibility be lityd in a cos echos a enactor. M, • fasteners are complete and at no time should any wads greater than e design loads be applied to any component. and are for"dry condition.of use. TRANS ID: LINK e.Design assumes full bearing at all supporlsshown.Shim orwedge it EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the cecessary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 10,2015 TPIM'TCA in sC51,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 7.6.70 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 4'- 0.0" ISC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 111111# REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed - 0.183" MAX TC PANEL TL DEFL - -0.010" @ 2'- 7.0" Allowed = 0.274" 12 MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL - 0.003" @ 3'- 11.2" 4.00 2 Design conforms to main indforce-resisting system and components and cladding criteria. lir 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=1.6, N End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. r 0 I sn i 0 o 4>.< 3/� M-3x8 l l 3-00 t:9 PROPt . y y . S �•• - i-IPROVIDE FULLBEARING;Sts:9,3,2 I ` 81200PE or JOB NAME : POLYGON NW PLAN 7-B NH - D2 = /40► Scale: 0.8962It ^� �} (�(�� • ( _ WARNINGS: GENERAL NOTES, unless olhenvise noted' 2 O••EGONt,. W ' 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 Gam' .347)"' 34 t u � Truss: D2 and Wamings before construction commences building component.Applicability at design parameters and proper - 4 I '1 et' 4 2 2x4 compression web bracing must be"stalled where shown incorporation of component is the responsibility of Me building designer. �'F 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chordsbraced be laterally braced at • ,44Z.' • ' •�L� lathe respanslblldy of the erector.Additional permanent bracing of T o c.and at 10 o.c.respectively unless braced throughout their length by - conbnuous sheathing such as plywood sheathing(TC)and/or drywan(BC). DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.rax Impact bridging tlging or lateral bracing required where shown.. SEQ.: K 15 8 9 67 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. J fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive are for"dry condition"Muse. asive environment. EXPr]'nC RL : 1 2/ 1!201 TRANS ID N LINK design loads be appliedany component. 5.CompuTrus has no control over and assumes no responsibility for the 6.neeces assumesfulibeadngatallsupportsshown.Shimorwetlgei( December 10,2015 fabrication,handling,shipment and Installation of components. ry 7.Designassumes adequate drboth faces Is truss,d. and This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of buss,and placed so their center TPIANlCA In BCSI,copies of which will be famished upon request. Ines coincide with Joint center lines. 9.Digits indicate sine of plate in Inches. MiTek USA,Inc./CompuTtcs Software 7.6.7(1 L)-E 10.For basic connector plate deign values see E512-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 RODE' #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RODE' #1SBTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSE' 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 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 17 3 -/ I oO fn IliIlIll. 2 0001 N rl "- i MI o 9 M-3x9 l l 1 1-00 8-02 89200PE JOB NAME : POLYGON NW PLAN 7—B NH — E141PA0111.11;5..... _..1 Scale: 0.6366 � WARNINGS: G. hRAeNOTsb, unless oM paramletl OREGON 1 Builder and erection contractor should be advised of all General Notes 1.This design is based any upon the parameters shown and Is for anindividual w Truss: El end Warnings before construction commences building component Appl:cab:lity of design parameters and proper 1a 2 2x4 compression web bracing must be Installed where shown+. incorporation of component s the responab Nly of the building designer. ,/`� 14' ° 3 Additional temporary bracing to Insure stability doting construct on 2 Design assumes the top and bottom chords to be throughoutly braced at AM is the responsibility of the erector.Additional permanent bracing of continuous o c and at ee o c respectively unless braced their length by Y.. DATE: 12/10/2015 the overall structure lathe responsibility me w mm deli WImps sheathing such as plywood sheath here and/or tlrywall(BC) `! �']R I - • ofg gner. 3.W Impact bridging or lateral bracing required where shown++ r}Fl l.. SEQ.: K 15 8 9 67 8 4.No load should be applied to any component until after all bracing and 4.Installation of imss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, design lcatls be applied to any component. and are for'dry condition'of use. ry TRANS ID: LINK 6.Design assumesfull bearing at ail supports shown.Shim or wedge if EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the necessary EXPIRES:R C fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 0,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces 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 sae of plate In inches. MiTek USA,Int./CompuTrus Software 7.6.7(1L)-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" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-105) 88 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "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" @ 4'- 1.7" Allowed = 0.484" MAX TC PANEL TL DEFL = -0.393" @ 9'- 1.7" Allowed = 0.727" 7-10-04 0-03-12 .. .. ,j' MAX HORIZ. LL DEFL = 0.001" @ 7'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 12 9.00 17 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 3 -/ Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Z 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 o o so i 1111A1 0 I 2111.--- ** S 0 M-3x4 M-1.5x3 y )' )' 7-10-09 0-03-12 l l b 1-00 8-02 ` =9200P v•` JOB NAME : POLYGON NW PLAN 7-B NH - E2 -;11:111:..44. �� Scale: 0.5366 t• WARNINGS: GENERAL NOTES, unless otherwise noted: -,'lY oREG©N 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is branindividual +•t/� w� Truss: E2 and Wamngs before construction commences building component.Appllceblty of design parameters and proper G y,1� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the allybuiLding tleslgner. ��___!lltl 1..R471„..--7-v-.7:-':51--i-,'_c 4 2S 3.Additional temporary bracing to insure stability during construction 2 Design assumes o.lop and bottom chords to be laterally braced at '7 '�fl•• s the responsibility of the erector.Additional permanent bracing of T o t and at l0 o.c respectively unless braced throughout their length by DATE: 12/10/2015 the overall structure is thereroil the building designer. continuous3Impact sheathing aterlbach as wg requirede where and/or drywan(ec). - '�.�`�� responsibility o g3 2x Impad DrMg ng or lateral bracing where shown++ f SEQ. : K158 9 67 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility o/the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be ueed In a non-corrosive environment, TRANS ID: LINK design loads beappli dtoanycomponent. and are for dryaonanon ofaae. 5.CempuTrushas nocontrol over and assumes noresponsibility for the 6.Design aeoumestulbearingatallsupportsshown.Shieorwedgeit EXPIRES. 12/31/2015 fabrication,handling.Shipment and installation of components. ry t1 I �•1 "GI 7.Design assumes oaadedaoneothfa so ru'sed.an December 10,2015 6.This tleslgn Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANrCA in 8051,moles of which will be furnished upon request. lines coincide with Joint center lines. 9.Dighs indicate size of plate 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 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 49 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 = 0.036" @ 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" 1' MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.2" 9.00 17 Design conforms to m ) indforce-resisting system and componentsand cladding criteria. M-1.5x3 Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g -/ load duration factor=1.6, End vertical(s) are exposed to wind, L Truss designed for wind loads in the plane of the truss only. 1 2 5 M-3x4 M-1.5x3 b l y 4-11-04 0-03-12 1-00 5-03 • � �E9 P R O fi •P •89200PE JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.5895 WARNINGS: GENERAL NOTES, unless otherwise noted: 110 �y (+� 1.Builder and erection contractor should beadvised ofall General Notes t This design Isbased onyupon the parameters shown and s for anindividual OREGON Truss: E3 and Warnings before construction commences building component.Applicability of design parameters and proper �f�/- 2 244 compreeelon web bracing must be Installed where shown+ 2 incorporation Des Design of component Is the rasp of the building dedgner. �` "'�f/ ' r^f( �-y. 3.Additional temporary bracing tonsure stability during construction assumes the tap and bottom chordsto b be laterally braced at ♦ 14 l h the responsibility of the erector.Additional permanent bracing of 2 pcantl at 1 D o c respect very unless braced throughout their length by DATE: 12/10/2015 the overall structures thereresponsibility of the buildingdes 9(Impatcontinuousheathing ltehebac plywood required where shown tlrywall(BC). :RI sporlel ygoer. 3.2x Impact bridging or lateral bracing where shown++ Fl 1.+ S E K 15 8 9 6 8 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss A 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-corrosNe 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 et all supports shown Shim or wedge if EXPIRES. 12/31/2015 fabrication,handling,shipment and installation of components. gna assumes G/\P r4 Ct7 .Peshcaed°oneothfaceapnased. December 10,2015 8.This tlesiBn is furnished subject to Na limitations set forth by 8.Plates shall be located on both(aces of Truss,and placed so their center TPIANTCA in BCSI,copies of which will be fumished upon request. lines coincide with Joint center lines. EL Digits indicate size of plate in inches. MiTek USA,Inc./CompuTras Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KODF #15510 LOAD DURATION INCREASE = 1.15 BC: 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. DON. LOADING BC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on ontinuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF 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. 3 12 4.00 g— Mill ti 0 0 N 2 N ,— rn M-3x4 4 l l y 1-00 5-03 0 PR 0P4- N._..89200:PE JOB NAME : POLYGON NW PLAN 7—B NH — E4 4011P — �� Scale: 0.7529 C ��A' It WARNINGS: GENERAL NOTES, unless otherwise noted. 4. . OREGON t,_ 'A- 1. ' 1.BU lder and erection contractor should be advised of all General Notes 1 This design k based ask upon the parameters shown and is for an individual 1F`� `V.a Truss: E 4 and Warnings before mnstmction commences building component Applicebdlty of designparameters and `, 2.2x4 mm web Para me proper i1 v} pression we g must be installed where shown r Incorporation of component is the responsibility of the budding designer. 'L�/w.a+� "i') w 3.Additional temporary bracing to insure slab Iky during construction 2 Design assumes the lop antl bottom chords[o be laterelty braced at -I �� 4VM s the responsibility of the erector Additional permanent bracing of T o c and at ea o c respect very unless preced throughout their length by _ """III ,IJY DATE: 1 2/1 0/2 0 1 5 the overall structure a the responsibility of the building designer. a Impact ridgingi orng lateb acame sheath here sh) wseerywall(BC). 3.m Impact bridging Crus is lateral bracing required e respe shown t SEQ. : K15 8 9 681 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no See 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"Muse. EXPIRES: 12/31/2015 5.Campurmahasnocontroloverandassumesnoresponsibilitybrthe 6.Design assumes full beartngatall supports shown.Shim orwedge if December 10,2015 fabrication,handling,shipment and installation of components. Design mponents. nemsmry. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed m their center TPINVICA in SCSI,copies of which will be tarnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 1 L-E 9.Digits indicate size Opiate in Inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I (Drawings not to scale) Dama e or Personal In u offsets are indicated. g ry '�W Dimensions are in ft-in-sixteenths. 1%4,, 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 SCSI. 2. Truss bracing must be designed by an engineer.For Q 1/1 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I I bracing should be considered. O 3. Neverstack materials exceed thone designinadeqloadinguatelybraced shown and never �-� trusses. I U = 1- 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 C6-7designer,erection supervisor,property owner and plates 0-"iis' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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 i� Indicated bysymbol shown and/or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING w-' 15.Connections not shown are the responsibility of others. Indicates location where bearings 1 b.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise. ® number where bearings occur. Min size shown is for crushing only. 111111111.111 I. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and is not pictures]sufficient.before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. whillitAifnrg ,BCSI: Building Component Safety Information, ■/ 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ■�[` ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013