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Plans (140) MiTeka' MiTek USA, Inc. 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly s, avid Baxter, P.E., S.E. Sr. Structural Engineer � ncO PROP MiTek USAg 0NGINFF9 DB :9200PE• OREGON lV '4 44' 14, 2°„0-- 12/06/2017 /71E'RRv EXPIRES: 12-31-2019 MiTek8 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. `r,, GPN4Ls, `i/0 Co `z 89782PE ter" OREGON SNA? PAUL V1/4\M 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 I D:DFkz9p3tCrPAGZn VberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 vAVLj56CBygBiS 1 1-0-0 I P-5-6 1 1 1-2-0 1 Scale=1:25.0 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e YI _ o o o�e o - o o_I A/ -/ N-/ N, -/ / N` / • O' O - O O e b O e e 2 23 22 21 20 19 18 17 3x5= 3x5 = 1.5x3 11 3x5= 3x5= 3x5= 1 7-0-14 17-7-1418-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets 1X l)- [8:0-1-8.Edge] [19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) 1/deft Lid 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 Holz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=1671/0,4-5=-2270/0,5-6=2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=2423/0, 10-11=1991/0,11-12=1991/0,12-13=1193/0,13-14=1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)-674 lb down-at-1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. — 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back_CB). 0 PROF LOAD CASE(S) Standard , es„ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase-1.00 Cj NG INEF >o Uniform Loads(plf) �`.? ' * Vert:16-24=-8,1-15=80 2 89782PE , Concentrated Loads(Ib) Vert:2=-674(F) . , IIIIP ow 9,,L OREGON oN. Q PA UL 9Y4 EXPIRES: 12/31/2016 August 7,201 1 ! 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 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 responsibilrity of the A��ge'`R erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYi i 1i fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fP11 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 Citn,s Hight C.A.95610 Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-2e4_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., BeaverIon,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc Fri Aug 07 13:53:54 2015 Page 1 ID:DFItz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdtZNgfkdygBiR I 0-10-12 I I 1-2-0 1 1 0-10-8 1 1 2-6-0 I Scale:1/T=1' 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 34x4= 4 e o 5 6 7 8 o e e a _ s • N (-; 0 0oa -70 1 12 11 10 9 3x4 = 1.5x3 I I 1.5x3 I I 4x6= 3x6= 3x4=- I I 1-1-12 11-8-12 12-3-12 1 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 I Plate Offsets(X Y)— [2:0-1-8 Edg-J.[3'0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSL DEFL- in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=1502/0,4-5=1502/0,5-6=1871/0,6-7=1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 - WEBS 2-13=0/369,3-12=-382/0,2-14=1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 40 PR oFfir Ca GINE- t)/:;-, 9 144 8782PE �r - 40 OREGON ©"- pA U �� 44- EXPIRES: 12/31/2016 August 7,201 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 8111-7473 rev.02/18/2015 BEFORE USE r Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI 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 responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MIl0ka fabrication,quality control,storage,deivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 C,itmc Hei0htc CA 45fiin Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc511NHGifEXZdwpLm?ZVqaool aDG3yqBiQ 2-6-0 X19.] I 1-2-0 1 1 0-8-14 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4 = 3x4= 1.5x3 I I 3x4 = 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 e e e o e ® e � i C5.1 o o a o:- e 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 II 3x6 = - 3x4= I 5-10-2 16-5-2 17-0-2 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— L4'0-1-8.Edge] [5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (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=-1740/0,34=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. 0.0 PR0Fe, 89782PE v /711\c -77- • • • S' OREGON ©N. 1: �(''4Ry162 Q, ir ANI PAUL g s EXPIRES: 12/31/2016 August 7,201 r 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. `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 ({/gT�y1R�`- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M I fabrication,quality control,storage,delivery,erection and bracing,consul ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cents Heights CA it561 n 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 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGM1m6rT_v91TEGty1 hJmpVygBiP 2-6-0 I I 1-8-6 I I 1-2-0 i 1 0-8-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 H 3x4= 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 o e i I.... \ r?.r e o 0 -I.&I. 13 12 11 10 3x4= 3x6= 1.5x3 I I 1.5x3 II 3x6= 354= 7-0-14 17-7-14 18-2-14 I 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [4:0-1-8.Edge] [5'0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (Ioc) 1/deft Ud 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(lb)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. '' .o PROFeSs c;5 �NC,1N� 'X -_ 4 '9782PE p- 7 OREGON p's. 4 PA UL r's EXPIRES: 12/31/2016 August 7,201 a r 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 hill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Elate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 C:itnis Heights CA WI() Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT_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 e -a- i..--. e 0 N e e e e 1/ \ 10 9 8 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= I 2-3-10 1 2-10-10 13-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [2:0-1-8 Edge].[3:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �,�1, ED PAOFes, GINEf"., N '9 2 e 89782PE f J f•. _/ NI gy •REGON '� �, 1,9 �4RY j ,2 cr. PAUL er ,\•4 EXPIRES: 12/31/2016 August 7,201 f i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/18/2015 BEFORE USE y �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the '`° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IC fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA wain 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 I D:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamU5spGpReg3G?e203vZYjzhM5FL3JLyygBiO 2-6-0 I 21-12 I I 1-2-0 I i 0-9-8 2-3-0 1 1 1-2-0 1 1 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 e e e fookiiiii e .."11.1111". .44Nt.. -, 4 e e e e NV 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 11 3x5= 3x4 7-- 12-10-12 12-10-12 I 4-10-12 15-5-12 16-0-12 1 11-8-12 12-3-12 I I 15-11-12 4-10-12 0-7-0 0-7-0 5-8-0 f 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)- [7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edgg].[16:0-1-8_Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 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 IBC2012TTP12007 (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. Grp PROF-0.0 2 89782PE c' -.err . •MIN -V OREGON �'.• Q PAUL " EXPIRES: 12/31/2016 August 7,201 t 1 ®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 Milek connectors.This design is based only upon parameters shown,and is for an individual building component. NI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M R, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/M11 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 late],Heights,(:A 9SF1n Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264 UPPER F07 Floor 11 1 Job Reference(optional) Padfic Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guzOgOnnEBGYKrz?RiD8EU?ottOygBiN 1 1-9-14 I I- - 1-2-0 1 1 0-8-14 11 2-6-0 I Scale=1:17.6 1.5x3 11 354 = 1.5x3 II 3x4= 1.5x3 11 1 2 3 3x4 = 4 5 6 0 0 oe o 0 0 N e e- e e e 11 10 9 8 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = 1 2-0-141 2-7-14 I 3-2-14 I 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)- [2:0-1-8.Edge].[3:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (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. RO PROP 89782PE c ' ,• 9+6,REGON2© ,0.q... EXPIRES: 12/31/2016 August 7,201 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/18/2015 BEFORE USE " �� Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the k�� et`^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYi !�. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Mime Heighte cA Q5R10 Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc1 oj6X W7b1 xUJTkTSMGNFRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 I 2-3-0 I I 2-3-0 I I 1-2-0 1 H0466 I Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 I 14x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e z_iiiiiiiiii _ iiiiii00001111111110000" _ e e e e e e e 1 16 15 14 13 12 �`. 3x4 = 3x4= 3x4 = 3x6= 1.5x3 II 4x4= 354 = 12-10-12 I 4-10-12 65-12 I6-0-12 1 11-8-12 123121 I 16-4-4 4-10-12 10-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X Y)— [7'0-1-8.Edge].112:0-1-8.Edge] [15'0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 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. ��5 �NC'IN &.6? /a 2 4� 89782PE r i► S GON �'- PAUL R EXPIRES: 12/31/2016 August 7,201 ® t 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. �N. 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 #Y11 I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 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 Cit.,.Height.CA gnein 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 I D:DFkz9p3tCrPAGZn VberKOtyJvg B-MIIgEJcfn0EO7HADVCgiGheXZnbxA2zXyJHyHygBiL I 2-6-0 I 2-1-12 11 2-0 I I asp I 2-3-0 I I 2-3-0 II 1-2-0 I(moi Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 0 c. o e — iiiiiiiiiiisiiiiiiii - 4/-Isiss - iiiiil. -1 - - e e e e A e e e e e \P 1' 16 15 14 13 12 4\d(1' 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4=- 12-10-12 12-10-12 I 4-10-12 15.5.12 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)— [7:0-1-8.Edge].[12:0-1-8 Edge] [15'0-1-8.Edge].[16:0-1-8Edge] 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 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. � �V O P R OFFS, ,�� &INEFR /©2 cc 8.782PE yr . 7 OREGON r` 6. O� Qr EXPIRES: 12/31/2016 August 7,201 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/18/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Pall is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the A� �,`� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVI R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citn,s Heights,CA 9Sfitn Symbols Numbering SystemGeneral Safety PLATE LOCATION AND ORIENTATION 1 I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y p y a offsets are indicated. (Drawings not to scale) Damage or Personal Injury rantDimensions are in ft-in-sixteenths. iAk. Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS Q_�/�6 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ O ihillii)ji;itli bracing should be considered. �_� O 3. stack eateed ton made loading and never a stack materials on inadequately braced trusses. ° O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-85.6 �— designer,erection supervisor,property owner and plates 0 'h6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ,j'e Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but16.DDo not cut or alter truss member or plate without prior ■� reaction section indicates joint ©2012 MiTek®All Rights Reservedapproval of an engineer. IIIIIIIIII number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ;0) 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, iTe VANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 ElMIES MiTek JSA Inc 7777 Greenback Lane,Suite 109 CitrusHeights,CA 95610 Telephone 916-676-1900 Fax 916-676-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: 1, Marcos Hernandez and MiTek USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber&Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired.I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, r R • c.;* Gt *,* - •-• 87022PE anati , 8SA EXPIRES:63019 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations Re: 7-A GE AT GARAGE 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: K1345829 thru K1345848 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. ��4ED P RR°Ffi 's ��5t1GiN�FR /© Q 89782PE 9< 59 OREGON o*h vt Tir PAUL R AviR-E,:1 *16 August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitabilityand use of this component for r any particular building is the responsibility of the building designer,per ANSI/TPI 1. • This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS • TRUSS SPAN 16'— 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci4g. TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #1&BTR '.. SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. ' LOADING7-10, BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: ( l mph, hts9.1 En, osed, .2,82,1EExp. ASCE RS(O DL ON BOTTOM CHORD = 10.0 PSF• (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, • TOTAL LOAD = 92.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UO1. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL• N-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for • • complete specifications. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-03-04 8-03-04 T T f 12 I IM-4x4 12 14.00 7AL 3 \19.00 3 NA o ti IO 0 0 M-3x4I! M-3x4 {• ��(.� ilo/'G;tl 97$2PE T JOB NAME : POLYGON NW PLAN 7A NH — Al �� Scale: 0.2691 ,.: . � _ WARNINGS: GENERAL NOTES, unless otherwise noted ��} `Q(''/'t(�p� � —�� ���" 1.Builder end erection contractor should bf advised of all Generel Notes 7 This design is based only upon the parameters shown ends for en individual • r - /e EGON 1 Y O Truss: Al and Warnings before construction con noes. building component Applicability of design parameters and proper �/ i 2:2x4 compression web bracing must be I stalled where shown+ incorporation of component lathe responsibility of the building designer. +'� � 3.Additional temporary bracing tonsure a b1 ty dung construction 2 Design assumes Bre lop and bottom Garde b be laterally braced at is the responsibility of Bra.redo Adtl b nql permanent bracing of 2'o c.and at 70'o c respectively unless braced throughout their length by //'��.� (] DATE: 8/10/2015 the overall structure is the res aibili f he building deei continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). /"+�1 1 T'1 po tY g gner. 3.2z Impact bridging or lateral bracing required where shown 0 0 s'll V SEQ. : K 13 4 5 8 2 9 4.No load should be applied to ethyl compo eM until after all bracing and 4.Installation of trues is the responsibility of Bre respective contractor. fasteners are complete and at no times did any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any comport t. and are for"dry condition"of use. TRANS I D: LINK H.Design assumes full bearing at all supports shown shim or wedge B EXPIRES: 12131./2016 5.CompuTrus has no control over and a nes no responsibility for the necessary. fabrication,handling,shipment and Inst..Son of component.. 7.Design assumes adequate drainage i.provided. August 10,201 5 6.The design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center Ines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1989(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- B=(-89) 485 3- 6=(-270) 278 BC: 2x4 KDDF #165TR SPACED 29.0" O.C. 2- 3=(-704) 207 B- 6=(-70) 383 8- 9=(-269) 530 WEBS: 2x4 KDDF STAND 3- 9=(-546) 278 8- 5=(-270) 278 LOADING 4- 5=(-546) 278 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-704) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 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" -149/ 809V -292/ 292H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g'OND. 2: Deman checked fur net(-5 psfl uplift at 24 "oc soacipg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-03-04 8-03-04 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f f ,r MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-03 4-00-04 4-00-04 4-03 MAX LL DEFL = -0.002" @ 17'- 6.5" Allowed = 0.100" T f f T f MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = -0.019" @ 10'- 0.2" Allowed = 0.387" 12 MAX BC PANEL TL DEFL = -0.047" @ 3'- 9.1" Allowed = 0.498" M-4x6 14.00 7 14.00 4.0" MAX HORIZ. LL DEFL = 0.006" @ 16'- 1.0" 4 V� MAX HORIZ. TL DEFL = 0.009" @ 16'- 1.0" V I Design conforms to main windforce-resisting system and components and cladding criteria. trn Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 41411111 M-1.5x3 3 /Aiik• 0 o o t" 4V 1 O 1 M-3x4 M-3x8 M-3x4 0 1 y 1 h t� J. y 8-03-09 8-03-04 !.00,Q 1-RO�'r�s 1-00 16-06-08 1-00y � ��F � /� 89782PE -- JOB NAME : POLYGON NW PLAN 7-A NH - A2 --,,, --- -> • e.Scale: 0.2614 �...___.7 _ WARNINGS: GENERAL NOTES, unless otherwise noted' ---�t Truss: A21Builder and erection cont-�c or shouts be ed iced of ell General Notes This design is based only upon he parameters shown and ie or en individual -I- OREGON 'N! end Warnings before construction commences. building component.Applicability of design parameters and proper O 2.2x4 compression web bracing mus[be installed where shown+, incorporation of component is the responsibility of the building designer. ,,,y �l i y 2 ?j� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the Doll and bottom chords to be laterally braced at "�/ `[- is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �A` DATE: 8/10/2015 the overall struduro is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or d ywell(BC). IN L V 3.2x Impact bridging or lateral bracing required where shown++ I"' UL �` SEQ. : K 13 4 5 8 3 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Compul'rue has no control over and assumes no responsibility for the 6.neecaess assumes lull bearing at all supports shown.Shim or wedge:f X P ES: 12/31/2016 fabrication,handling,shipment and installation of components. ery. 6.This design is furnished subject to the limitations set forth by 8.Designlaeshatb assumes adequate drainage is provided. an August 1 0,2015 8.- Plates be)dried on both faces of truce,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}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-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-0B IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6136) 1370 1- 6=(-864) 3722 2- 6=) -630) 2990 BC: 2x6 KDDF #16BTR I 2- 3=)-4064) 1042 6- 7=(-86B) 3740 2- 7=(-1866) 570 WEBS: 2x9 KDDF STAND; LOADING 3- 4=(-4064) 1042 7- 8=(-778) 3740 7- 3=(-1494) 5772 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6136) 1370 8- 5=(-774) 3722 7- 4=(-1886) 570 2x6 KDDF #2 B TC UNIF LL(.. 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 16'- 6.5" V B- 4=) -630) 2990 BC UNIF LL( 414.1)+DL) 301.6)= 715.6 PLF 0'- 0.0" TO 16'- 6.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. ION. BC LATERAL SUPPORT <= 12"00. UON. LI ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) RE IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1450/ 6448V -256/ 2560 5.50" 10.32 KDDF ( 625) 16'- 6.5" -1450/ 6448V 0/ OH 5.50" 10.32 KDDF ( 625) �� ( 2 ) complete trusses required. BO OM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AN BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: \/�/ 9" oc in 2 row(s) throughout 2x6 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. /yv`�\ 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.039" @ 9'- 5.2" Allowed = 0.781" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.079" @ 4'- 5.2" Allowed = 1.042" MAX HORIZ. LL DEFL = 0.014" @ 16'- 1.0" 8-03-04 8-03-04 MAX HORIZ. TL DEFL = 0.024" @ 16'- 1.0" 9-06-15 3-08-05 3-08-0" 4-06-15 Design conforms to main windforce-resisting f T f 1' '1 system and components and cladding criteria. 12 12 M-4x10 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 7 \14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 4.011 Tlrad russdesigned duration f forwindloads �,� in the plane of the truss only./ : , /A M-3x6 M-3x6 2 \ 1 o I it 0 all t-I .11 1 6 c 1 0 M-5x10 M-3x8 M-7x10 M-3x8 M-5x10 0 EO PR4f J. 4-05-03 y 3-10-01 y 3-10 01 y 4-05-03 y 1 t 6IN . s/ l V\e 'T 16-06-08 �' 89782PE JOB NAME : POLYGON NW PLAN 7-A NH - A3 i> % l • Scale: 0.2332• WARNINGS: GENERAL NOTES, unless otherwise noted. 9,y.(. FlEGC�N ^4 1.Builder and erection contractor should I advised of all General Notes 1.This design is based only upon the parameters shown and�s for an individual /� `(, Truss: A3 and Warnings before construct con antes building component Applicability of design parameters and proper V `, <Z, 2.2x4 compression web bracing nest bei stalled where shown+ Mr incorporation of component a the responsibility of the building designer. "':r� A!f V "t Fj f 3.Additional temporary bracing to haute bitty during construction 2.Design sesumee Sre top and bottom chorda m be laterally braced a[ �7 ! \ �`(�+ is there bili f the erect Addi MIpermanent bracing of 2'me.and at 10 o.c.respectively unless braced throughout the r length by responsibility o o). continuous sheathing such as plywood sheathing(TC)and/or drywsll(BC). PA U L. DATE: 8/10/2015 the overall structure is the respolhaibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K 13 4 5 8 31 4.No load should be applied to an corn vent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q• fasteners are complete and at n0 bine uld any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied m any compo nt and are for"dry condition"of use. TRANS ID' LINK 6.Design assumes full bearing at all supports shown.Shim orwedge H EXPIRES; 12/31/2016 S.CompuTrua has no control over and a nes no responsibility for the rycessery. a fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of date In inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc sP acifig. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UO9. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. `4-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-06 3-06 1 T T 12 12 • IIM-4x4 19.00 7 \ 2 14.00 Al. III o ,< o �� n 1, 41 I'LL -/T o M-3x9 M-3x9 b y 7-00 �'�,'t,° PROFess w 89782PE I • JOB NAME : POLYGON NW PLAN 7-A NH - B1 Scale: 0.5570 v WARNINGB: GENERAL NOTES, unlace otherwise noted: 40 T r ll S$: B 1 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "r,� ©R EGO N ©., and Warnings before construction commences. building component Applicability of design parameters and proper "�/7 7 fl{.�1.a V 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. +�� 41.0 s• rte <}, 3.Additional temporary bracing to insure stabirty during construction 2.Design resumes the top end bottom chorda to be laterally braced at F'+ ��"`[ is the responsibility of the erector.Additional permanent bracing of 2'a.e,and et 10'so,respectively unless braced throughout their length by t `�/ DATE: 8/10/2015 the overall structure A the responsibility of the building designer. continuous sheathing such l bs plywood required a where s roan as dryrell(BC). A,c�U r �� 3.2z Impact bridging or lateral bracing required wfiero shown++ SEQ. : K 13 4 5 8 3 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied b any component and are for"dry condition"of use. 5.design CompuTrus has no control over and assumes no responsibility for the 6.Designrssumes lull bearing at all supporta shove.Shim or vredge if EXPIRES: -�2/3112016 fabrication,handling,shipment end installation of components. necessary. chi 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations eat forth by 8.Plates shall be located on both faces of truss,and placed so their center August 10,2015 TPIANTCA in BCSI,copies of which vnll be furnished upon request. lines coincide with pint center lines. 1)-E H.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 10.For basic connector plate design values see ESR-1311,ESP-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 24'— 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR; SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. 2x9 KDDF #1&BTR B2 LOADING TC LATERAL SUPPORT <— 12"00. UON. LL 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h-22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LI ITED 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. M-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTcus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. • 12-04-04 12-09-04 T 1' • 12 IIM-4x412 7.00 2 Q 7.00 I� WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP • OF A BEARING WALL SITS 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 DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY • FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE • MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. • 1I • Lc, o 1 _ Ai c d - i 0 o • ' M-3x5(S) o M-3x4M-3x4 • • y 10-00 19-08-08 y �' D •PRO,-Cs y 29-08-08 � 5 .... ��NF��• s�� 89782PE JOB NAME : POLYGON NW PLAN 7-A NH - Cl ''`J'- s • Scale: 0.3090 \. illir WARNINGS: GENERAL NOTES, unless otherwise noted '4/0/ry f7 f'^'/^w/^�fu l a4) 1.Builder and erection contractor Should Pe advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON EG V I Y {� Truss: Cl and Warnings beforetr ction commences building component.Applicability of design parameters and proper 2 2.2z4 compression b b g njust be Metalled where shown t corporation of comporront is the responsibility of the building '711 4 v 5 .. 3.Additional temporary bracing to Insure efatl bty during construction 2 Design assumes the fop and bottom chords fo be la9erally brecotl at is the responsibility f the ere''L'Additorel 1 bracing of 2 o c and at 10'o c.respectively unless braced throughout their length by //�� ponsi tyo cue. permanen gcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown u-i- SEQ. : SEQ. : K 13 4 5 8 3 3 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 then 5.Design assumes busses are to be used Ina nonroorroeve environment, and are for"dry condition"of use. TRANS IDs LINK design loads be applied toany component mes no responsibility for the A.Deecoig assumes full bearing at all supports shown.Shim or wedge it 5.Compurrus has no control over and as*uEXPIRES: 12/31/2016 r fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August I t 10,2015 6.This design is furnished subject to the Imitations eat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAARCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.iCompuTrus Software 7.6.6(1L)-E 1o.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 1- 2=(-2855) 608 1- 7=(-473) 2459 7- 2=( -195) 1460 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 2- 3=(-1190) 335 7- 8=(-966) 2901 2- 8=(-1691) 453 3- 9=( -987) 311 8- 9=(-199) 1225 6- 3-) -172) 678 LOADING 4- 5=(-1544) 313 9- 5=(-198) 1227 8- 4=( -556) 202 TC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE BC LATERAL SUPPORT <= 12"OC. DON. 5- 6=1 0) 57 4- 9=( 0) 326 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 0.0" 12.0" TOTAL LOAD = 92.0 PDF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci4g. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed = 1.190" MAX TL CREEP DEFL = -0.298" @ 5'- 9.0" Allowed = 1.586" MAX LL DEFL = -0.002" @ 25'- 8.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 25'- 8.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.077" @ 29'- 3.0" MAX HORIZ. TL DEFL = 0.128" @ 29'- 3.0" 12-04-04 12-04-04 5-10-12 6-05-08 f Design conforms to main windforce-resisting ,� 5-03-07 7-00-13 system and components and cladding criteria. T T f f 12 12 Wind: 190 mph, h-22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 HM-4x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 3 '{-..( in the plane of the truss only. N8 M-3x4 M-3x6 ,s �t MA .. M-3x5 Ln Mx6 o 1**o r� I 9 5 o M-5x10 M-1.5x3 M-3x4 I a 3.50 3.50 .. o 12 12 l l 1 y y 5-09 5-03-08 6-07-03 7-00-13 b y i' * y �Q PRQF 5-09 5-03-08 13-08 1-00 '��� Css l 24-08-08 J' CON /��!✓ '` " 89782.PE JOB NAME : POLYGON NW PLAN 7-A NH - C2 _ i ;G� Scale: 0.2375 �' WARNINGS: GENERAL NOTES, unless otherwise rwfad: Y ~/,,, Truss: C21Builder and erection contractor should be advised of oil General Notes This design is based only upon n parameters shown and is for en individual ` OREGON h J and Warninge before construction commences. building component.Applicability of design parameters and proper 2.7z4 compression web bracing must be installed where shown+. incorporation of component is Me responsibility of the building designer. -�y[ 3.Additional temporary bracing to insure stability during construction 2.Deepn assumes Me by and botmm chords fo be laterally bracetl at /� ��„'}V 4 �I is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respectively unless bated throughout Meir length by 'A ! ���/ DATE' 8/10/2015 Me overall structure is Me responeibilily of the buildingdesigner. continuous sheathing such as plywood stheething(TC) a drywell(BC). it , {Z goer. 3.2z Impact bridging or lateral bracing required where shown++ /`.' n SEQ. : (<13 4 5 8 3 4 4.No load should be applied to any component until after all bracing and A Installation of trues is Me responsibility of the respective contractor. fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry condition"of use. 5.Compalrus has no control over end assumes no responsibility for the 6. EXP ecegss assumes Nil bearing et all supports shown.Shim or wedge if {R E.7. 12/31/2016 n fabrication,handling,shipment end installation of components. ary' 6.This design is furnished subject to the limitations set fortsby 8.WSIgnassumescfedon drainage is suss,an AUgUSt 10,2015 8.liensPlateshell be lowed on bots faces of truce,and placed so Meir center TPIIWTCA in SCSI,copies of which will be furnished upon request lines coindde with joint center lines. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 8.Digits indicate Nan of plate in inches. 1s.For bads connector plate design values see ESR-1311,EBR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-2890) 810 1- 7=(-543) 2485 7- 2=( -234) 1475 SPACED 24.0" O.C. 2- 3=(-1185) 519 7- 8=(-534) 2426 2- 8=(-1650) 445 2x6 RODE #1&BTR T2 3- 4=( 0) 0 8- 9=(-387) 1244 8- 3=( -217) 641 BC: 2x4 KDDF STANDR LOADING 3- 5=(-1025) 424 9-10=(-386) 1245 8- 5=( -547) 364 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1590) 527 10- 6=(-927) 1229 5- 9=( 0) 232 TC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -241/ 1057V -126/ 128H 5.50" 1.69 KDDF ( 625) NOTE: 2x4 ORDCIRG AT 24" OC UON. FOR ALL TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL 35'- 1.5" 760/ 4V 0/ OH 131.00" 1.74 KDDF REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 108089V 0/ OH 131.00" 1.74 KDDF ( 625)1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICQND. 2: Design checked for net(-5 oaf) uplift at 24 "oc seacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 M-1.5x4 or equal at non-structural Vertical members (uon). MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed = 1.187" MAX TL CREEP DEFL = -0.298" @ 5'- 9.0" Allowed = 1.583" Unbalanced live loads have been MAX HORIZ. LL DEFL = 0.079" @ 24'- 8.4" considered for this design. • • ', MAX NORIZ. TL DEFL = 0.130" @ 24'- 8.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-06-12 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ' ,r load duration factor=1.6, 17-05-13 Truss designed for wind loads 5-10 12 6-OS-OB 5-02-08 0-00-15 T in the plane of the truss only. 12 IIM-4x4+f 12 12 M-5x6 7 00 Gable end truss on continuous bearing wall. 7.00 17. 4 Q 7.00 Q M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. iss f M-416 ": 3 ,114-4x4r,=Al111 M-5x6+(S) , .-44 0 5 M-3x6 1CA 41' 2 0 co A M-3x5 7 0 o M-5x���. • 5 r 1 A.e + o t 1 y+ M-5x10 M-3x5 D M-3x6+(S) o o M-3x4+ ry ry / 12 3.50 3.50 12 ^ D f fl Qppt. 12 �K L y y "� GVNE W y ft 5-09 y 5-03-08 y 6-07-03 6-06-13 10 11 ), )' r c f y b y -7O 5-09 5-03-08 24-01 y 0� kJ.: 89782PE t. y 35-01-08 1-00 C7 c� I 7i • JOB NAME : POLYGON NW PLAN 71 Scale: 0.1790 9�.OREGON "� Q,,, WARNINGS: GENERALNOTES, unlessothenxeanoted ,r 2© /t 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 0 J`]v � SC Truss: D1 and Warnings before construction condenses. building component Applicability of design parameters and proper a f l f 2.2c4 compression web bracing must be',stalled where shown+, incorporation of component a the responsibility of the building designer. T^� 3.Additional temporary bracing to Insure btlity during construction 2.Design assumes the top and bottom chorda to be laterally braced at • AA U L `,. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Addi nal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibig of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any corn mint until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K 13 9 5 8 3 5 fasteners are complete and at no time sham any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 12/31/2016 design bads be applied to any component and are for"dry full condition"of use. TRANS ID: LINK 6.DasigneseumedNllbeanngetall supports shown.Shim orwedge g August 10,2015 5.CompuTrua has control over and assumes no responsibilityfor the wry, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. e.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which wig be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In inches MiTek USA.Inc.IComouTrus Software 7.6.6(IL1-Z .=.....,.,........ -•,.....,.,u...•--see,�„ccs,o . This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4268) 838 1- 8=(-669) 3798 8- 2=( -303) 2203 11- 6=(-251) 211 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1985) 489 8- 9=(-657) 3711 2- 9=(-2202) 480 WEBS: 2x4 KDDF STAND 3- 4=(-1516) 448 9-10=(-234) 1697 9- 3=( -21) 320 LOADING 4- 5=(-1505) 452 10-11=(-216) 1597 3-10=( -671) 259 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-2124) 509 11- 7=(-359) 1912 10- 4=( -275) 1096 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=(-2348) 510 10- 5=( -657) 256 TOTAL LOAD - 42.0 PIF 5-11=( -51) 494 ** For hanger specs. - See approved plans 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" -215/ 1475V -232/ 2328 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. k1 OND. 2: lesion cherked for net(-5 psf) uplift at 24 "or soacilg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.206" @ 5'- 9.0" Allowed = 1.710" MAX TL CREEP DEFL = -0.412" @ 5'- 9.0" Allowed = 2.281" MAX HORIZ. LL DEFL = 0.127" @ 34'- 8.0" MAX HORIZ. TL DEFL = 0.211" @ 34'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. 17-06-12 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-10-12 5-05-04 6-02-12 5-08-06 5-08-06 6-01-15 All Heights), Enclosed, Cat.2, exp.O, MWFNS(Dir), load duration factor=1.6, f ' f ' 1' 1 f Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 M-4x6 'Cl 7.00 4.0" 4 4S( -4111411411;111111 M-5x6(5) M-5x6(S) 3 .1 0.25" 0.25" V 3 +B M-3x8 \Ilk,M-1.5x3 2 + + ASsss + • BA M-3x8 e� o M-5x8 u, 0 Z. 1�v� Fr '" .4 , 1 o f = M-3 7 0 14-6x6 0.25" x9 M-3x5 c, d 3.50 3.50 M-5x8(S) 12 12 .1' J' ,L ,6 .' y ` rnP 5-09 y 5-03-08 y 6-06-04 8-07-07 8-11-05 V � P R O �CS 1,- 1. 5-09 5-03-08 24-01 \:� 'N E -, •s�Q 35-01-08 89782PE "7...... JOB NAME : POLYGON NW PLAN 7-A NH - D2yJ :� ' Scale: 0.1739 ��/ i � WARNINGS: GENERAL NOTES, unless otherwise noted:.BuCf7OR G 0 N �() Truss: D2 1ilder 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 O end Warnings before construction commences. building component.Applicability of design parameters and proper i compras ion rig must be installed where shown+, tion of component is the responsibility f the building designer. .1,9 A f 7 Y 2.2x4 s web bracing incorporation ponen porrei ry o nA goer. 1i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop and bottom chorda to be laterally braced et is the responsibility of the erector.Additional permanent bracing of 2'a.c.end at 10'o.c.respectively unless braced throughout their length by i DATE: 8/10/2015 the overall structure is he responsibility of the building designee 3.continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), -PA U t \ 2x Impact bridging or lateral bracing required where shown++ i.' SEQ. : K 13 4 5 8 3 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component and are for"dry condition"of use. E.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: fabdcation,handling, ecomery. 12/31/2016 ed shipmentubindirmtsAation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set fohh by 8.Plates shall be located on both faces of trues,and placed so their center TPINVrCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTsk) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 35'— 1.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci(fg. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #16BTR ! SPACED 24.0" O.C. 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=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), Unbalanced live loads have beenTOTAL LOAD = 92.0 PSF load duration factor=l.6, considered for this design. • • Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 17-06-+12 i 17-06-12 T • T T 11-08-095-10-03 5-10-03 11-08-09 T I . T T T 12 IIM-4x4 12 7.00 3> WHEN A FLAT BOTT7 OM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS 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 DUE TO THE LACK OF LATERAL BRACING M-3x5(S) M-3x5(S) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY , +M 44 FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL :RACING TO THE HINGE CONNECTION SITUATION. • Z 9 0 o a o M-3x5(5)imio 0 • M-3x4 MM—Y31x4 • • 17-06-12• y 17-06-12 <0 Q4f)cp p 6s� 1--- •. - d 1-00 35-01-08 cin pr}�y JOB NAME : POLYGON NW PLAN 7-A NH — D3 --/-�A' ;;, Scale: 0.2314 �' WARNINGS: GENERAL NOTES, unless otherwise noted'. C^!�OREGON l .. 1.Builder end erection contractor should ba advised of all General Notes 1.This design s based only upon the parameters shown ends for an individual ''7 O~` Truss: D3 and Warnings before construction combrwes. building component Applicability of design parameters end proper JJJ��r �i 2.2x4 compression web bracing must bei ailed where shown+, incorporation of component is Ir rosponsfbility of the building designer. 1 9 A .{.y 3.Additional temporary bracing to insure s bility during construction 2.Design assumes the by and bottom chorda b be laterally braced at 'l 7 a+ is the responsibility of Me erector.Additi nal permanent bracing of 2'o.c.and at 10'o.c,respectively unties braced throughout their length by DATE: 8/10/2015 n»overall structure Is the res bin f the building des continuo.xIo sheathing sten as plwAoe tired where shown owner arywan(ec). • PAUL. ponei ty g igner. 3.2x Impact bridging or lateral bracing requires shown++ SE K 13 4 5 8 3 7 4.No load should be applied to any compo lit until after all bracing and 4.Installation of truss is the responsibility of She respective cont actor. 4 fasteners are complete and at no time ef(ould any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any componehf. and are for"dry condition"of use. TRANS I D: LINK 8.CompuTms has no control over and assumes no responsibility for the 6.Design assumes tun bearing a1 all supports shown.Shim or wedged EXPIRES: 12/31/2016 2 J31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. AU USt 10,2015 8.This design is furnished subject m the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WICA in BCSI,copies of whch will he furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plea In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,558-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF Bl&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2309) 503 1- 8=(-348) 1971 2- 8=(-225) 205 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2088) 501 B- 9=(-216) 1658 8- 3=( -45) 960 WEBS: 2x4 KDDF STAND 3- 4=(-1996) 951 9-10=(-214) 1589 3- 9=(-640) 253 LOADING 4- 5=(-1495) 450 10- 7=(-359) 1902 9- 4=(-282) 1122 I TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2109) 505 9- 5=(-653) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2336) 509 5-10=( -50) 483 TOTAL LOAD = 42.0 PSF ** For hanger specs. - See approved plans 10- 6=(-251) 211 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 1470V -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 1470V 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [C p.OND. 2: Druian checked for net(-5 osf) uplift at 24 "oc soacipg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.098" @ 17'- 5.2" Allowed = 1.704" MAX TL CREEP DEFL = -0.199" @ 17'- 5.2" Allowed = 2.272" MAX HORIZ. LL DEFL = 0.045" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-05-04 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=9.2,13CDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-00-07 5-08-06 5-08-06 5-08-06 5-08-06 6-01-15 load duration factor=1.6, 4' 4' 4' 4' 4' 4' 4' Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 M-9x6 .. -.17.00 4.0" 9 4,7( M-5x6(S) M-5x6(S) 3.1 0.25" 0.25" 111)1000,, +@ M-1.5x3 M-1.5x3 m 0 µ o 0 18 9 0 **7 o of �M-3x5 M-3x4 0.25" M-3x4 M-3x5 0 M-5x8(S) y 8-10-11 8-06-09 8-06-09 9-00-03 y .� G1N '6-.5'Q. 35-00J Ct.' „89782PE JOB NAME : POLYGON NW PLAN 7-A NH - D4 / 7 ;7 Scale: 0.1922 / - y! ,/ , GENERAL NOTES, unless noted: 1;i1, .s.� /"'� 'r'�� WARNINGS: J OREGON �` - T r u s s• D 4 Builder and erection contractor should be advised of all General Notes 1.This design is net. pp upon the promoters ea mown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is Me responsibility of the building designer. „{ �� �. G (/ 2.Design assumes the bop and bottom Porde b be laterally braced etR 3.Additional temporary bracingto insure stability during construction 7 :J is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their bngth by et s sheal and/ r DATE: 8/10/2015 the overall structure is the responsibility of the building designer. continuousslr ctsheathing such l b plywood required where s own a erywau(Bc). PA � 3.2x Impact bridging or lateral bracing roquired respective shown++ A SEQ. : Ki3 4 5 8 3 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the ro fasteners are complete and at no time should anyloads 5.Designspeer non-corrosive contractor. pgreater than assumes trusses are to be used in a noncormaive environment, TRANS I D: LINK design bads be applied to any component, and are for"dry condition"of use. 5.Com Trus has no control over and assumes no re 6.Design assumes lull bearing at all supporta shown.Shim or wedge N EXPIRES: 12/31/2016 W responsibility for the n.m.eery fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage isprovided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center TPIANTCA in BC SI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate sloe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mack) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 0= 12"OC. UON. • DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT 0= 12"OC. Ill. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). • ICOND. 2: Design checked for net)-5 osf) uplift at 24 "cc soacillg. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 considered for this design. MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" JT 1: Heel to plate corner = 4.25" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed = 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" i T ' MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 • system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, M-3x4 End verticals) are exposed to wind, • 2 Truss designed for wind loads • in the plane of the truss only. • n 0 I A o rn • II o I_I oII 6.>-7!: • 9 7.--t5 - M-3x8 M-3x8 I • M-3x5 • • • y l l 6-03-04 1-01-12 • ), b I • l 1-00 6-05 y l '�c,4, .t) P R f P c, 7-05 uso 4� 89782PE Fr' JOB NAME : POLYGON NW PLAN 7-A NH - El /.1./>� � ' ..._. Scale: 0.5166 ' WARNINGS: GENERAL NOTES, unless otherwise noted. ow OREGON 14, 1.Builder and erection contractor should bb advised of all General Notes 1 This design is based only upon the parameters shown and Is for an individual i./ GOJ'V �A` Truss: El and Warnings before construction commbnces. building component Applicability of design parameters and proper ��� 2 h 2.2x4 compression web bracing must be installed where shown+, incorporation of component s the responsibility of Me building designer. +'(r[�� vS�' 3.Additional temporary bracing t Insure 66°°����biity during conssection 2.Design assumes the top and bottom chorda to be laterally braced et ♦-,�1} f W the responsibility of the erector.Additbndt permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'� {] 1� P1P1 continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ' -AUL j DATE: 8/10/2015 the overall structure is Me responsibility f the building designer. 3,2x Impact bridging or lateral bracing required where shown++ SEQ. : K 13 4 5 8 3 9 4.No load should be applied to any compohent until after all bracing and 4.Installation of suss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS I D: LINK design loads be applied to any component Dc rg assumesor"dry condition"g use. pW wedge 5.CompuTnus has no control over and assumes no responsibility for the fi.Design full beano t all su ria shown.Shim or wed f EXPIRES: XP I R ES. 12/31/2016 2/31/201�` esery. 7l G L C.,V V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Marek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x4 RUDE STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) considered for this design. co JT ICOND. 2: Design checked for net(-5 psf) up ift at 24 "oc spacing. 1: Heel to plate corner = 9.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed = 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" f ' '' MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 4.50 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, End vertical(s) are exposed to wind, 11111 Truss designed for wind loads in the plane of the truss only. to 0 all lin--"Pr ti 0 • 01,c �M m M-3x8 M-3x8 M-3x5 y l y 6-03-04 1-01-12 l y y 1-00 6-05 i' y 7-05 ��4 p PROFFss c,`c, NGINE /0 '`4 89782PE Vic' JOB NAME : POLYGON NW PLAN 7-A NH - E2 . r,,.;;;;;3< c--''. Sale: 0.5166 - .. - _ WARNINGS: GENERAL NOTES, unless otherwise noted: �� OREGON - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ate Truss: E 2 and Warnings before construction commences. building component Applicability of design parameters and proper J� Cl 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. „<J� V� {/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top en bottom chords to be laterally braced at 77 ` is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .+y DATE: 8/10/2015 Me overall structure is the responsibility of the building designer. 2cImpact sheathing inolaterch l bs acing rplywooe uirod /rare sown) Scdrywall(BC). p A 3.2x Impact bridging or lateral bracing required Ira wfiero shown+ /s'' SEQ. : K 13 4 5 8 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of Me respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T TRANS I D: LINK design loads be applied to any component and aro for"dry condition"of use. 5.Com Trus has no control over and assumes no re 6.Design assumes NII bearing at all supports shown.Shim or wedge U EXPIRES: 12/31/2016 Pu responsibility for Me awry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall ba located on both faces of truss,and placed so their center TPI/WICA in BCSI,copes of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 1-2=(-79) 23 1-4=(-68) 60 2-4=(-142) 120 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x9 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 POP 1'- 0.0" -28/ 233V -18/ 48H 5.50" 0.35 KDDF ( 625) • 4'- 6.8" -24/ 150V 0/ OH 5.50" 0.24 RODE ( 625) Unbalanced live loads have been • LL = 25 PSF Ground Snow (Pg) considered for this design. •.a a_ „ ,_ , a_ _ a _ g, JT 1: Heel to plate corner = 9.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.005" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ 3'- 4.4" Allowed = 0.132" MAX TL CREEP DEFL = -0.014" @ 3'- 4.4" Allowed = 0.176" • 3-05 1-01-12 MAX HORIZ. LL DEFL = -0.000" @ 4'- 4.0" f f 1' MAX HORIZ. TL DEFL = -0.000" @ 4'- 4.0" 12 • Design conforms to main windforce-resisting 4.50 D ', system and components and cladding criteria. • • Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, • End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. M-1.5x3 • rH nti 1 I� -/ 6 � 4I r ..5 M-3x8 M-3x8 M 3x4 • • .6 l 3-05 1-01-12 .6 ly 1-00 3-06-12 l )' 4-06-12 ��4E R p oFt. 89782PE JOB NAME : POLYGON NW PLAN 7-A NH - E 3 -�- Scale: 0.5632 - __ _ WARNINGS: GENERAL NOTES, unless otherwise noted: / U OREGON �l-� 1.Builder and erection contractor should b advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -}I EG V. [�Q Truss: E3 and Warnings before construction con noes. building component.Applicability of design parameters and proper ///��r , 2.2x4 compression web bracing must be 1 tilled v lere shown 0. incorporation of component is Me responsibility of the building designer. +' ,( 3.Addihonel temporary bracing to insures bllity during construction 2.2'nDesign, assumes the top eo bottom unlesschobraced b be throughoutlbread at ♦ \ N there billof the erector,Addi' alpermanent bracingf 2'no.and at 10'o.c.respectively their length by /y responsibility n o continuous sheathing such as plywood sheathing/TO)end/or drywall(BC). Aq 1 1 1 'C 1• DATE: 8/10/2015 the overall structure is me responsibility f the building designer. 3.2x Impact bridging or lateral bracing required where shown+• ,'l tJ i.- SEQ. : K73 4 5 8 41 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 ere 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 aro for"dry cond tion''of use. 5.CompuTrus has no control over and assumes no responsibility fol.the 6.DB acoig assumes lull bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2016 Y. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August I 10,2015 8.This design is furnished subject m me limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. B.Digits indicate Nie of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mitek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C:. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP Wind: 190 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 T T 1' 12 IIM-4x4 12 7.0017' 3 Q 7.00 U,5:,,tr: :lII°l1lllI1Il1l11l11I1IihU, I 1. c I 0 M-3x5(5) o M-3x4 M-3x4 k y y 10-00 12-00 •EJ pfQFA-, 1-00 22-00 � �• NCa{NFR s/ /89782PE JOB NAME : POLYGON NW PLAN 7—A NH — F1 /f; => -�� Scale: 0.3307 - j L‹- ..c r f, L,_....__.�.. .._ WARNINGS: GENERAL NOTES, unless otherwise noted' CO /''�(�(''/''w ',- TruTruss $$: F 1 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 `9 O(-3 EG O end Warnings before construction commences. building component.Applicability of design parameters and proper �/ ry© q` 2.2z4 compression web bracing must be installed where shown w. incorporation of component is Me responsibility of the building designer. L,J^ Y. (/ 3.Additional temporary bracing b insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et `l is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length byit continuous sheathing suchp as plywood sheething(TC)and/or drywall(BC). PA UL \. DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.24 Impact badging or lateral bracing required where shown++ SEQ. : K 13 4 5 8 4 2 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and aro for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge d EXPIRES. 12/31/2016 6 necefabrication,handling,shipment nary. GJ l subject thel,,Aalbno/camponente. 7.Plates assumes adequate drainage is boss, . August 10,2015 6.This design is furnished subject b the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI.copies of which will be furnished upon request lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 8=(-181) 1109 3- B-(-299) 232 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1360) 305 8- 9=( -88) 718 8- 4=(-126) 521 WEBS: 2x9 KDDF STAND 3- 9=(-1195) 337 9- 6=(-207) 1085 4- 9=(-126) 521 LOADING 4- 5=(-1195) 337 9- 5=(-299) 232 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1360) 305 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.D PSF 6- 7=( 0) 57 • 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" -159/ 1038V -153/ 153H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Desinn rhe-ked for net(-5 psf) uplift at 24 "oc soaciI9. 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 = -0.035" @ 14'- 6.1" Allowed = 1.054" MAX TL CREEP DEFL = -0.071" @ 19'- 6.1" 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" 11-00 11-00 MAX HORIZ. TL DEFL = 0.026" @ 21'- 6.5" 5-08-13 5-03-03 5-03-03 5-08-13 Design conforms to main windforce-resisting f f f f f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 7.00 M-4x6 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads • 4 .',( in the plane of the truss only. jj5X3 3 d\ : 1 / N ul Cd tiii KIS 44 eV 1 1 B 1 9 o M-3x4 M-3x4' IM-3x5(S) M-3x4 M-3x4 0 l l ), y 7-05-14 7-00-05 7-05-14 ` { �i y 10 00 y 12-00 y `A Pri°Pe::0 GINE 61/ J.-00y 22-00 1-00y ' ' Opp 44.7 89782PE r- JOB NAME : POLYGON NW PLAN 7-A NH - F2 Scale: 0.2557 / , . v • /• \,- WARNINGS: GENERAL NOTES, unless otherwise noted. -. 1.Builder and erection contractor should b advised of all General Notes 1.This designs based only upon the parameters shown end Is for an individual "VA+ 1,,,f R EG O N ©p"" Truss: F2 end Warnings before construction comm noes. bolding component.Applicability of design parameters end proper /////I ft 2.2z4 compression web bradng must ben led where shown.. incorporation of component a Me responsibility of the building designer. .+t7 !1 Ry G �V / 3.Additional temporary bracing to insure s billy during construction 2 Design assumes the top entl bottom chords to be laterally braced at 7 'l J �t/„ is Me responsibility of the erector.Add t I permanent bracing of 2 o c.and et 10 o c respectively unless braced throughout their length by V continuous sheathing such es plywood shoe ing(TC)andlor drywell(BC). • PA PAUL n DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L.- SEQ. : 1<13 4 5 8 4 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of Me respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses aro to be used in a non-corrosive environment, TRANS ID• LINK design loedsbeapplied to any component and aro for"dry condition'efuse. 5.CompuTms has no control over and assumes no responsibility for the S necessary. assumes full bearing at all supports shown.Shim or wedge d EXPIRES: 12/31/2016 fabrication,handing,chi ary ` g, pmenceot eelsgatbonsetforth components. 7.Design sshallassumes adequate drainage io Buss.a. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of doss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate cze of plate in inches. MITek USA,Inc.ICompuTrus Software 7.6.6(1L)-E I0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12708) 2820 1- B=(-2339) 10626 8- 2=( -536) 2594 11- 6=(-1920) 470 BC: 2x6 KDDF SS 2- 3=(-10490) 2372 8- 9=(-2318) 10550 2- 9=(-1920) 970 6-12=( -536) 2544 WEBS: 2x4 RIDE STAND; LOADING 3- 9=( -8090) 1872 9-10=(-1909) 8850 9- 3=( -776) 3509 2x9 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8090) 1872 10-11=(-1909) 8850 3-10=(-3170) 760 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-10490) 2372 11-12=(-2318) 10550 10- 4=(-1814) 7896 BC UNIF LL( 919.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-12708) 2820 12- 7=(-2334) 10626 10- 5=(-3170) 760 TC LATERAL SUPPORT <= 12"00. DON. 5-11=( -776) 3504 BC LATERAL SUPPORT <= 12"00. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1� REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625) nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF ( 625) \/�/ 9" oc in 1 row(s) throughout 2x9 top chords, /x\/x\ 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, 1COND. 2: Design checked for net(-5 osf) uplift at 24 .or snaring. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1801, MAX LL DEFL = -0.194" @ 19'- 6.8" Allowed = 1.054" • MAX TL CREEP DEFL = -0.291" @ 19'- 6.8" Allowed = 1.406" MAX HORIZ. LL DEFL = 0.048" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.081" @ 21'- 6.5" 11-00 11-00 Design conforms to main windforce-resisting system and components and cladding criteria. 4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 Wind: 140 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ,r f ' '1 .r ,' . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1,6, IIM-6x6 Truss designed for wind loads 7.00 Q 7.00 in the plane of the truss only. 6.0" 4 ( Will M-3x6 :- 3x6 3 M-3x6 M-3x6 2 6 JO Ab � M-6x10 M-6x10 r.,-, Ali& V filil2ICIIAllllilikil T f- 0 1''_ 8 9 10 11 12 _..7 o M-3x8 M-6x8 0.25" M-6x8 M-3x8 0 =M-8x8(S) l y y )- y l l iQP R ©F4-02 3-03-04 3-06-12 3-06-12 3-03-04 4-02 ,c<0\1' 615sb y CaGIN / 22-00 c,, zi 89782PE r JOB NAME : POLYGON NW PLAN 7-A NH - F3 -,,,- Scale: Scale: 0.2911 / th .%� Y l `-- _ - WARNINGS: GENERAL NOTES, unless otherwise noted: U' v'. 1Builder 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 '4- OREGO N � . .Truss: F3 and Warnings before construction commences. building component Applicability of design parameters and proper f/ rt, 2.2z4 compression web bracing must be installed where shown+. incorporation of mmponant is the responsibility of the building designer. +!} /r-- !1 G. ` 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at 1� `l J 2'o.c.end at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • PAUL DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : (<13 4 5 8 4 4 4.No load should be applied to any component until after all bracing and 4.Installabon of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component and are for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 6.De swig assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabridtion,handling,shipment and installation of components, ry + 7.Design ssassumes cdedon drainage ispross, August 10,2015 6.This design is furnished subject to the limftationa set forth by S.plates shall be located on both faces of trues,and placed as their center TPIM/ICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1.11&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 B- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4-(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design rherked for not(-5 pafl uplift at 24 "oc soacihg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" • MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" • ",• MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" • • MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" • • • Design conforms to main windforce-resisting 11-00 •• 11-00 system and components and cladding criteria. f T T 5-09-04 5-02-12 5-02-12 5-09-04 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f ,' f ,f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, •• M-4x6End sial(s) are exposed to wind, 6.00 Q 6.00 Trusss designed for wind loads 4.0" in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 • • / ro roo - 6 1 9 6 o M-3x4 M-3x4' M-3x5(S) M-3x4 M-3x4 o y 1 • ), y 7-06-03 6-11-11 7-06-03 l 10-00 y 12-00 y , ��� fl P (Jx s� J' l y )' NGlNE �r. W. 1-00 _ 22-00 1-00 w� /89782PE r- ./„. JOB NAME : POLYGON NW PLAN 7-A NH - Gl / � - Scale: 0.2557 �\\ WARNINGS: GENERAL NOTES, unless otherwise noted: (/ �REGC)N4, 1.Builder and erection contractor should be'dvised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -VTruss: G1 and Warnings before construction comme-rces. building component.Applicability of design parameters and proper 15; p, q` 2.2z4 compression web bracing must be Installed where shown+. incorporation of component is Me responsibility of the to building designer. 1!.$)/II?, y. +� V � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords s be laterally braced et 17T 'l :.1 is the responsibility of the erector.Additio al permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Pf.A U L .n. DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ. : Ml3 4 5 8 4 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 et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D' LINK design loads be applied to any component and are for"dry condition"of use. " 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes NII bearing et all supports shown.Shim or wedge N EXPIRES. 12/31/2016 necefabrication,handing, �ry. a .I �! shipment and ie Ileiffion o(components. 7.Design assumes adequate drainage is provided. August I0,2� 5 S.This design is furnished subject to the limitations set forth by S.Plates than be located on both faces of truss,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci4g. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main cree-resisting system and components andd cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, • Truss designed for wind loads • LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall DON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 ` 1 1 'I 12 IIM-4x4 12 6.00 [7' Q 6.00 3 ml 2 4 m O c t • JT` O 1 / //////////////////////////////i//////////////1///////////////////////////////////////////l/1/////////////////////////////////l//ill//////////////////////////l/////////// // 5 O M-3x5(S) M-3x4 M-3x4 y y J' 10-00 12-00 l 1-00 y 22-00 '��'R�O 70. Ffi c$' �� �NGf •N , ffl�c'$978E JOB NAME : POLYGON NW PLAN 7—A NH — GGE Scale: 0.3682 WARNINGS: GENERAL NOTES, unless otherwise noted. • Co,..s� OREGON ry''� /� I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon The parameters shown and is for an individual 7i}, k..7 R E G O N Q� s.� Truss: GGE and Warnings before construction commences. building component.Applicability of design parameters and proper '✓///.. n ,`'2" 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �.+t"1 /1 a.e C. �V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the bop and bosom chorda b be laterally braced at 1T �1/"�Y :.i is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure is the responsibility of the building continuous risheathinginsuch l bracings plywood required here s)and/or dryvsll(BC). A AU• L 1 ftY g designer. 3.2x Impact bridging or lateral where ahowm++ �'1 1.- SEQ. : K 13 4 5 8 4 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID` LINK design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ry. ` I-1 7.Design laessassumes lo.ted n drainage is busised. August 10,2015 6.This design is furnished subject to the limitations set forth by e.Plates ahaN be located on both faces of truss,and placed so their center TPIAMCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 2'— 11.0" COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR • LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING • TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-05, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, TOTAL LOAD = 42.0 PSF interior zone, load duration factor=1.6 Note:Truss design requires continuous LL = 25 PSF Ground Snow (Pg) bearing wall for entire span UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. • 2 09-04 0-01-12 12 4.00 Di I • • • • M-1.5x3 : 3 —, 0 111111111 � 0000001100111 0 1 ro 0 M-2.5x4 M-145x3 1-00 2-11 • • V, i) PROFe.ss %.7.? �NGINF/� / �, '20- *4.-.- 89782PE mss' JOB NAME : POLYGON NW PLAN 7—A NH — H1 / �' "'` Scale: 0.7180 r,, / ',/,./. G� \ WARNINGS: GENERAL NOTES, unlessotherwise noted: 1 —1 1.Builder and erection contractor should be ryppdvised of all General Notes 1.This design is based only upon the parameters shown and is for an individual /f F OREGON ~` Truss: H1 and Warnings before construction comma cos building component Applicability of design parameters end proper 'c,. 4, p1OT. 2.2x4 compression web bracing must be In Ned where shown+ incorporation of component c the responsibility of Me building designer. (J4RY �+, (/ Qr, 3.Additional temporary bracing to Insure std'lily during construction 2 Design assumes Me top and bottom chortle to be labially braced et J is the responsibility of the erector.Addido I permanent bracing of 2'o c.and al 10 o.e reapectively unless braced throughout their length by DATE: 8/10/2015 ane overall structure is the responsibility I the buildingsee continuous sheathing with as plywood sheathing(TC)and/or drywan(Bc>. P q 1 f poo ty o designer. 3.2x Impact bridging or lateral bracing required where shown++ it- �"t V SEQ. : K 13 4 5 6 4 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"Ouse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Designc—esaumes full bearing at all supports shown.Shim or wedge a EXPIRES: 12/31/2016 fabrication,handling,shipment ry ` pment and ie imitations of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 6.This design is furnished subject to the set forth by E.Plates shall be located on both/aces of truss,and placed so their center TPI/W1CA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-ISBN(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3-(0) 0 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. WEBS: 2x4 DF 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 SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 RIDE ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) JT it Heel to plate corner = 5.25" 12 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 17 LL = 25 PSF Ground Snow (Pg) I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 Dan uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" • MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" i Design conforms to main windforce-resisting system and components and cladding criteria. 2 - 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=1.6, ir Truss designed for wind loads in the plane of the truss only. Al N r- O 1 a 04 1 t , I 0 I f /\ 3 M-3x8 M-3x6 • J: y 3-00 y y 4RtipPROFs n oo ��' NEIN 9 cS/1 (PROVIDE FULL BEARING;Jts:4,3,2 i IA 11!$9782PE r" JOB NAME : POLYGON NW PLAN 7-A NH - H2 -w-/ !, -' Scale: 0.9459 `""" /' /`ry Ilir I.WARNINGS: G. hRAe NOTES, unlessn otherwise noted: '4,s ©R E C C)N �' Truss: H 2 ender and erection contractor should be advisedoe. of all General Notes Thisldesign is based onlypl ca upon y the parameters parameters ahewm and is for r intli tlual r , end Warnings before construc0on commences. incorporation component Applicability of design parameter°antl proper P n 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �r} f/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 is the responsibility of the erector.Additional permanent bracing of 2'o.c,end at 10'o.c.respectively unless braced throughout their length by 4- i DATE: 8/10/2015 tr,e overall atn,omre is the responsibility t the building aeai continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A U I_ .�' l�. ponai ty o g grror. 3.2x Impact badging or lateral bracing required where shown++ SEQ. : K 13 4 5 8 4 8 4.No load should be applied to any component until after all bracing and 4.InsfaNation 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, an pa ds be ewgedman I y componen and are for"dry condition"of use. TRANS ID: LINK desi 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing et all supports shown.Shim or wedge if fabrication,handlin shipment ^°°°°°°ry. { EXPIRES: 12/31/2016 g, pment totheetelletiono(components. 7.Design assumes adequate drainage is Buss,a. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/VWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 5.Digits indicate size of plate in inches. MiTek USA,Inc./CornpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-(GBS(MiTek)