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Plans (64) M5f201' - 002114 13059 std/ Fo)C i12 miaow MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. co �NG1N E� /Q2 4.14 89782PE < F7 OREGON �'�� MAUL ON August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 vAVLj56CBygBiS 1 1-0-0 1 13-5-6 1 1 1-2-0 I i_ --i Scale=1:25.0 1.50 II 1.503 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 _Ar.Niks,—/e. B d� i 1\4441,. /or.Noisi.._joe.Nh... xx9 0 B ? ' e _ 2 a 23 22 21 20 19 18 17 3x5= 3x5 = 1.5x3 II 3x5= 3x5= 3x5= 1 7-0-14 17-7-14 18-2-14 1 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)- 18'0-1-8 Edge] [19:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Ina NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=620/0,12-18=0/498,10-18=384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard ,$Y' Pft© �' cs 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �Gj ���3)NF'p� f� Uniform Loads(pit) 2 Vert:16-24=8,1-15=80 9 Concentrated Loads(Ib) 'Ct. 89782PE c Vert:2=-674(F) r ,`/P . ow ,/OREGON �' EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the -IP.. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding f 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 Cams Hrightsl'A 95610 Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgtkdygBiR I 0610_12 I I _1-2-0 I I 0-10-8 I I 2-6-0 I Scale:12"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 e • e e 0 N e a a e c e o 1y� 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 II 4x6= 3x6= 3x4= 1-1-12 11-8-12 12-3-12 1 13-8-4 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X Yl— [2:0-1-8 Edge] [3.0-1-8 Fdgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/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 Ina YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=1502/0,45=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. ,,i0 PRDFfis Nc� 'ENGINE-l? s/ 9 2 `Z' 8 782PE c" ` 40 -V OREGON 9 _ 'I RY 1 b el,k›- 1.4 BA UL EXPIRES: 12/31/2016 August 7,2015 4 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Wel(connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quaily Camila,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 ritn,c Hrightc GA 956in 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 MTek Industries.Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51 WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ I 2-6-0 I x39.1 1 1-2-0 I I °-8-14 I Scale=1:22.8 1.5x3 II 1.5x3 II 3x4 = 3x4= 1.5x3 II 3x4 = 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 Lse IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINNIII /_ \ N 14 13 12 11 10 3x4= 3x6 =1.5x3 II 1.5x3 II 3x6 = 3x4= I 5-10-2 I 6-5-2 17-0-2 I 13-1-8 H 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y1-- [4:0-1-8 Edge] [5:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. latc) PR Opp � o `D GI N�4.q `vo ct� v 'r 88997$ _.2PE c v' OREGON c:; Q 1,9,k —AUL o0,,,S ` EXPIRES: 12/31/2016 August 7,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. ' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the BgI�T+n�C•. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,defivery,erection and bracing,consult ANSI/Tell 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 rerun Heights CA 95610 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 Jut 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 I D:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZBjokyffsSGMIm6rT_v91TEGty1 hJmpVygBi P 1 2-6-0 I F 1-8-6 1 1 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 1 2 3 4 53x4= 6 7 8 a r \ %%iitiii 9 eJ� e a e 1C� 13 12 11 10 •. q�X 3x4= 3x6= 1.5x3 H 1.5x3 11 3x6 = 3x4= 1 7-0-14 17-7-14 18-2-14 14-4-4 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edge).15:0-1-8 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 0.21 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. (Ib/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-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. tic° PROrs, $' ANG I N 4- 0/0 '2 -9782PE mc-- �-9, OREGON �', �, 9 &A1RY152 (l.„ r-A UL C;.\ EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Y �� Design valid for use only with Wel,Wel,connectors.This design is based only upon parameters shown,and is for an individual building component. , Applicabifty 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 IXt fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7P11 Quality Criteria,001.89 and BCSI Bolding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Cites Heights CA 9961n 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 Jut 11 2014 MTek 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 1 Scale=1:18.0 1.5x3 11 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 • a 0 1 10o- 9 a 8 v Y,( LL\\ 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= 2-3-10 1 2-10-101 3-5-10 1 9-7-0 1 7-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [2'0-1-8.Edge].j3:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. p'ED PR OFRS _Nc5 0AG[NF . oil) �� 89782PE of v '''' -v •AEGON r-AUL Ins EXPIRES: 12/31/2016 August 7,2015 NI e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MlI.7473 rev.02/16/2015 BEFORE USE. - Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fabrication,quality controL storage,delivery,erection and bracing,consult ANSI/TPI1 QuaBty Criteria,D5B-89 and BCSI Boning Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Height,CA 95%10 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 MTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamU5spGpReg3G?e203vZYjzhM5FL3JLyygBiO 2-6-0 I 7-1-12 I1 1-2-0 11 0-9-8 I 2-3-0 I i 1-2-0 I1 1-4-0 1 1-6-0 I Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • • o0 ...10444444.4444444444 _ 0000000000. e e e 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4 = 12-10-12 I 4-10-12 I5-5-12 I6-0-12 I 11-0-12 12-3-121 I 15-11-12 I 410-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X Y)— [7:0-1-8 Edge] [12:0-1-8 Edge].[15:0-1-8 Edge],[16:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,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=-2351/0,45=2351/0,5-6=2679/0,6-7=2679/0,7-8=1863/0,8-9=1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=304/0,4-15=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. -OD PR DFF-s �<4,7`. fG C,I N E'c �d.- 89782PE a. 7 OREGON o� kPAULa�4� 9 EXPIRES: 12/31/2016 August 7,2015 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M0-7473 rev.02/16/2015 BEFORE USE. Design void for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the I VI� Qr R- 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 Quarrly 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 Tion Heights CA 9S610 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Fn Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guzogOnnEBGYKrz?RiD8EU?ottOyqBiN I 1-9-14 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 Scale=1:17.6 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4 = 4 5 6 0 11 10 9 8 A 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = I 2-0-14 2-7-14 1 3-2-14 1 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8 E.ge]X3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 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 Ina- YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (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 puffins, 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. ,-. PRQ1 •�5 „ Nc,]NF~cI /a 2 ` 89782PE 9f �Fi NB -vL •REGON �'' ir PAUL Ck‘ EXPIRES: 12/31/2016 August 7,2015 1 / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.02116/2015 BEFORE USE. , M Design valid for use only with 7ek connectors.This design is based only upon parameters shown,and is for an individual building component. i. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. li* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,081-69 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Ci c�o'nhtc CA 95610 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 MTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID.DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc1 Oj6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 I I 1-2-0 110.9-0 I 2-3-0 I I 2-3-0 1 1 1-2-0 1 10-8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 494= 1.593 II 1 2 3 4 5 6 7 8 9 10 a004444, 00 . o N N e e ee 1' 16 15 14 13 12 1 3x4= 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 15-5.12 16-0-12 1 11-8-12 12-3-121 I 16-4-4 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.V)- [7.0-1-8.Edgej 112:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8 Fdye] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=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. skEO PRQptco . c>� . %N,v'Itv��9 1029 • 89782PE <- i -t7 *AEGON ©', �'A UL R\� EXPIRES: 12/31/2016 August 7,2015 F A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 140-7473 rev.02/16/2015 BEFORE USE. p r• Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicabitty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the a A�T�{R.„• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI 1 fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TPI1 Quaily Criteria,DSI-89 and ICS'Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 OBmc Heights ria 95610 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MIIgEJccfnO0y E�I 7HADVCgiGheXZnbxA2zXyJHHygBiL I 2-6-0 2-1-12 I I 1-2-0 110-9-8 I 2-3-0 I I 2-3-0 1[ 1-2-0 1 I�.� 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 e o _4111411111411141111411111.1114 o e _ - o/. iN \ e e e 1I 16 15 14 13 12 i 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 165-12 Iz0-12 1 11-0-12 12-3-121 1 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].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 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/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-2402/0,4-5=2402/0,5-6=-2764/0,6-7=-2764/0,7-8=1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4ti. O PRDFi ��Co �‘461N4-, i� 2 >2 8.782PE �C y.OREGON �,'"-40 q NJ PA UL Vk‘ EXPIRES: 12/31/2016 August 7,2015 e I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2010 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. Will Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaBly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Sole 109 (`ansa Heights CA 85810 Symbols Numbering stem a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/"4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property1u I I (Drawings not to scale) Damage or Personal In offsets are indicated. g ►Y r��MDimensions are in ft-in-sixteenths. •lik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 1 �� 2. Truss bracing must be designed by an engineer.For 0 /16 4 wide truss spacing,Individual lateral braces themselves 0 may require bracing,or alternative Tor I p bracing should be considered. ■_� 3. Never exceed the design loading shown and never A � stack materials on inadequately braced trusses. Provide copies of this truss design to the building C7-8 s ce- cs-s Odesigner,erection supervisor,propertyowner and For 4 x 2 orientation,locate - 4.BOTTOM CHORDS all other interested parties. plates 0- nai from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. or PLATE SIZE PRODUCT CODE APPROVALS 9. Unless fire eta dantt,preservnoted,this ative ve treaten is not d,or plicable use witgreen lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint II 1111 1111 il number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ...mi. , 18.Use of green or treated lumber may pose unacceptable omrir environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 Mir MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-B NH KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1589666 thru K1589681 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. .`� ' G IPNE,44, sig 89200PE c' --yL OREGON �Lt✓ 0 ivy 14, 24 Q`4' December 10,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 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"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 8-03-04 8-03-04 12 12 6.00 IIM-4x4 Q 6,00 1111 m m . t, w OC O p M-3x4 M-3x4 y 1-00 y 16-06-08 y 1-00 1, \C.3 �N, '•C`a9 0l, 4t 32001E '<,. JOB NAME : POLYGON NW PLAN 7—B NH — Al jOPP' "� Scale: 0.4000 -y. a OREGON t.'Y,/ WARNINGS: GENERAL NOTES, unless otherwise noted: �.. `I. 1.Sunder and erection contractor should be advised of en General Notes 1.This design Is based only upon the parameters shown and Is bran Individual �Q 1.. a ,.S Truss: A 1 and\Naming.before construction commences. building component.Applicability of design parameters and proper !� -(,,. 2.B,4 compression web bracing must be installed where shaven.. Incorporation of component is the responsibility of the building designer. {j 3.AddSanal temporary bracing to Insure stab IMy during construction 2.Design assumes the top end bottom chorda to be laterally braced at R R 10- 7 OW Is the responsibility of the erector,Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout melt length by l� DATE: 12/10/2015 the overall structure is the reMbN f the building designer. 2:4 imp continuous sheathing such as plywoodsheathing(TC)required whereshow drywati(BC). epon ly o g 9 3.h Impact bridging or lateral bracing where Mown•. SEQ.: Ki5 8 9 6 6 6 4.No load should be applied to any component until eller ell bracing end 4.Installation of truss la the respnnsibllty of the respective contractor. rr�3�}y r7 y fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, EXPIRES: L�3 1 I LO I TRANS ID: LINK design bads beapplled 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 beedng et all supports shown.Shim or wedge If nes nary. a December 10,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. S.This design is furnished subject to the limitations set forth by S.Plates shell be located on both faces erlruse,end placed.o their center TPIIW1CA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits Indicate We of plata in Inches. MITek USA,Inc./CompuTrus Software 7.B.7(1L(.E tO.For bs&v connector plate design value.see ESR-1311,ESR-1588(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-378) 1540 3- 8=(-326) 309 BC: 2x4 KDDF #163TR SPACED 24.0" O.C. 2- 3=(-1751) 477 8- 6=(-431) 1540 8- 4=(-121) 934 WEBS: 2x4 KDDF STAND 3- 4=(-1351) 268 8- 5=(-326) 306 LOADING 4- 5=(-1351) 256 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751) 502 BC LATERAL SUPPORT 0= 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 PIF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 809V -82/ 82H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -125/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.141" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = 0.002" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 8-03-04 8-03-04 MAX HORIZ. LL DEFL = 0.059" @ 16'- 1.0" 1' 1' '1 MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 T '1 T 1' T 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6 00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 'I,,,'( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, = End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 Ignil 8 M-5x8 -...11111111111111111111111111 M-3x4 M-3x4 mm 0 1 y r O = . 6 0 0 ..c33.00 3.00 12 12 y1-00 y 8-03-04 l 8-03-04 y1-00 .cot} PROF F . y 16-06-08 y ��`j� GINE�C`C c f(. 89200PE yrs JOB NAME : POLYGON NW PLAN 7-B NH - A2 �/' _� �� Scale: 0.3183 , - .r.✓ Cr. 10 1.Bolder WARMNGA O.This d.eI osb, uMeupen 011andis parameters shown end is far an individual yam- . Truss: A2 and Wamingsbefore construction commences. building component.Applkebnityofdesign parameters and proper ,J V` 2.244 compression web bredng mud be b tal ed where shown+ 2.0,4.4),,,,.-}- Incorporation of component Is the responsibility of the building designer. /"v ^�F "� 2.Design assumes the top and bottom chords to be laterally braced at J.Additional temporary bracing to insure stability during condmdbn 2 o.c.and at 10 o c.reapedNety unless braced throughout melt length by a ' Is the responsibllgy of me erecter.Additional sr al permanent bredng of continuous'Seething sg such es plywood sheething(TC)and/or drywoN(BC). �R { _. DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.941mpad bndgbg or lateral bredng required where shown++ R 1 SEQ.: K 15 8 9 6 6 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any beds greeter than 5.Design assumes tosses are to be used In a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. end arebrdryconanlon Dress. 5.CompuTrus has no control over and assumes no responsibility for the e.��sce saunas hrN beadng al ala supports simwn.Shim or vn+dge if EXPIRES: `v P I R ES 1 2131/201 5 fabrication,handling.shipment end installation of component°. ry Gf��+ y} `�,)j '.Design aawmesadequate benldrainage"provided.uss, December 10,2015 N.This design is Nmisi4atl subject to the limitations eel forth by S.Plates shah be located on bon feces of frau,and placed so their center TPVWTCA in BCSI,copies of whet will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MTek USA,Ino./CorrlpuTrus Software 7.6.7(11)-E to.Far basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Ali Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=1-251) 92 10- 3=1 -12) 169 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=1 -69) 347 10-11=1-255) 90 3-11=1 -470) 164 WEBS: 2x9 KDDF STAND 3- 9=1-196) 779 11-12=1-682) 251 4-11=1-1195) 248 LOADING 9- 5=1 -74) 220 12-13=1 -98) 472 4-12=1 -95) 806 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -85) 246 13- 8=1-291) 898 5-12=1 -361) 193 BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-566) 90 12- 6=1 -765) 199 TOTAL LOAD= 92.0 PSF 7- 8=(-980) 279 6-13=1 0) 950 OVERHANGS: 12.0" 12.0" 8- 9=1 0) 50 13- 7=( -346) 219 LL= 25 PSF Ground Snow (Pg) M-1.5x4 o equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (Ion). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00^ 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -109/ 613V 0/ OH 5.50" 0.98 KDDF ( 625) REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL =-0.036" @ 21'- 8.1" Allowed= 0.781" 13_00 13-00 MAX TL CREEP DEFL =-0.065" @ 17'- 8.8" Allowed= 1.042" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed= 0.100" f f 5-02-12 4-08-04 3-01 4-07 9-00-05 9-09-11 M TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" T 1 1' j' 1 I '1 MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" IIM-4x4 12 M-1.5x4 4.0" 6.00 M-3]65 .1.,(14-3x5 Design conforms to main windforce-resisting M-3x5 - 7 M-1,5x4 12 system and components and cladding criteria. 14-3x44,4,„ M-3X5 Q 6.00 Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3x9 (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 M-3x6 in the plane of the truss only. M-1.5x3 r �� M-2.5x4 or equal at non-structural diagonal inlets. 13 Truss designed for 4x2 outlookers. 2x9 let-ins M � M-5X6 M-3X9 of the same size and grade as structural top o 2 ,,.....01 12 �o� chord. Insure tight fit at each end of let-in. cmet M-3X8 44 Outlookers must be cut with care and are 01 o permissible at inlet board areas only. 1 M-11.%x3 11-5x10 Io 0 M-3x9 -cni 3.00 3.00 . 12 12 y y y y y ,s� >�[} P R OFe� 9-11 3-01 4-08-12 8-03-09 ), ; y 'I ,1 1 �Co GINE' ', /0 1-00 9-11 7-09-12 8-03-09 1-00 CJ' 1 1.. .77 J• 26-00 i-00 8920OPE <' JOB NAME: POLYGON NW PLAN 7-B NH - Bl '' �---�--� Scale: 0.2048 •�r OREGON ja- WARNINGS: GENERAL NOTES, unless olhervdse noted F ��{y''O'`EGON Yr/ 1.Wider and erection contractor should be advised dell General Notes 1.This design is based only upon the parameters shown and Is for en Indbidual '.0 ". 2S.\\4 Truss: B1 and Warnings before conebudlan commences building component Applloebillty of design parameters end proper O 1(,�a e,� 2.7,4 compression web bradq must be Installed where shown+. Incorporation of component Is the responsibEly of the building designer. ++ 3.Adtlnional temporary bracing to Insure Cobalt),during construction 2.Design assume.me top and borism chortle to De leterely braced at E'r7 R.t�` Is the responsibility of the erector.Addulor al permanent bracing of 7 o.c.and at 10'o.c.respectNeryph unless braced throughout their length by 1.•' DATE: 12/10/2015 the overall structure Is the responsibility or the balding designer. continuous sheathing or sueh l rewood uiredsheatwhere ownand/Crrtlrywall(BC). 3.2a Impact bridging or th lateral bradng ty 0110e where shown+ S EQ. K1589668 4.Noloadshould m lateappan at no tympanum until atter aA greater 4.Design as of t Is..are to be ueofthereapedosi contractor. fasteners are complete and at no time Would any loads greater than 5.Design seamss tmsses are to be used b•non-corrosive.nvlranrtronl. EXPIRES:12/31./2015 TRANS ID: LINK design lads be applied to any component, and are for'dry condition'.of use. 5.CompuTrua has no control over and assumes no responsibility for the 8.Design assumes mil bearing at all supporta shown.Shim or wedge If necessery. December 10,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 5.This design is furnished subject to the Ilmuatlons set forth by 8.Plates shell be butted on both faces effuse,and placed so their center TPIA TCA In SCSI.copies of vhkh will be furnished upon request. Ines coincide with joint center tinea 9.Digits Indicate size of plate In Inches. MITek USA,Ina./CompuTNS SoflNare 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(M11140 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2-10= -247 1594 10- 3= 0) 228 TC: 2x4 KDDF klfiBTR IN R ( ( I ( BC: 2x9 KDDF )81&BTR SPACED 29.0" O.C. 2- 3=(-1886) 361 10-11=1-249) 1591 3-11=( -378) 107 WEBS: 2x9 KDDF STAND 3- 4=1-1979) 359 11-12=1-171) 1308 9-11=1 -85) 76 LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 9-12=( -183) 151 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+13L( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-1368) 346 13- 8=1-616) 2784 5-12=1 -207) 953 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2996) 590 12- 6=(-1726) 395 TOTAL LOAD = 42.0 POP 7- 8=1-3145) 715 6-13=( -191) 1928 OVERHANGS: 12.0" 12.0" 8- 9=1 0) 50 13- 7=( -104) 165 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0^ -179/ 120611 -134/ 134H 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.259" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003^ @ 27'- 0.0" Allowed = 0.133" 13-00 13-00 1 .e ,( MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" 1' 1' 1' 1 12 12 M-4x6 Q 6.00 Design conforms to main n windforce-resisting 6.00 p system and components and cladding criteria. 4.0" 5 .1-,( Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, 4 End vertical(s) are exposed to wind, M-3x9 M-3x6 Truss designed for wind loads in the plane of the truss only. 3 M-1.5x3 A 13 m ....... 111111111111111111111._,_ M-5x6 =M-4x9 rn 0 12 0 $ M-3x10 4 0 10 11 0 to M-3x4 M-1.5x3 M-5x10 01 .a 3.00 3.00 12 12 1 l l l l l 5-01 4-10 3-01 4-06-12 8-03-04 G� PR yk� 1- 0 y 9-11 l 7-09-12 l 8-03-04 1=00 fir.'" GINE- '''ejsi, S'�e 26-00 mak✓ 89200PE 9r-- JOB NAME : POLYGON NW PLAN 7-B NH - B2 Scale: 0.2048 .,w - CC WARNINGS: OThis dLNOTsb, uMeupon the a .3� OREGON Z, 1.Bolder and erection contractor should be advised of all General Notes 1.This tle.ign I.based only upon parameters snow"and is bran individual - -ee7T�Y' � Truss: B2 and Warnings before construction commences building component.Appltebilily of design parameters and proper A 2.Za4 eompreeslon web bracing must be installed where shown.. incorporation of component Is the responsibility of the building designer. + �l 2.Design assumes the lop and bottom chords 3.Additional temporary bracing to Insure stability during construction to be laterally braced et 1 C}... is the responsibility of the erector.Additional permanent bracing of a o.c and al 10 o c reapectNply unless braced throughout their length by - continuouasheathierBteraspfywoodahealhlnereaheklor drywell(BC). "�/ `.t']R1 .' DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown.. I'�1-1 1 L SEQ.: K1589669 4.Noload should beapplied toany component until after all bracingand 4.Installation ofwenIsthe responsibility ofthe respective contractor. - fasteners ere compete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry contlnlon^ofuse. 5.CompuTmsha>nocontroloverendassumesnoresponsibilityforth. B.Dees�ig�>,ame,full bearing EXPIRES:12/31/2015 fabrication,handling,shipment and Installation of components. ry' T.Design shall adequate drainagecto puree,d. December 10,2015 8.TN,design h furnished subject is me limitations set forth by 8.Plates shall be boated on both laces of wee,and placed so their coker TPINVTCA H SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Tek USA,Inc./Com Trus Software 7.6.7 1 L E 9.Digits indkate We of plate In inches. M W ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-270) 1528 3- 8=(-383) 258 BC: 2x4 KDDF #liBTR SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9=(-124) 1001 8- 4=(-128) 638 WEBS: 2x4 KDDF STAND • 3- 4=(-1590) 399 9- 6=(-298) 1528 4- 9=(-128) 638 LOADING 4- 5-(-1590) 399 9- 5=(-383) 258 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 396 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) ,, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5". 13-00 13-00 T 1 T 6-09-04 6-02-12 6-02-12 6-09-04 Design conforms to main windforce-resisting f f f f f system and components and cladding criteria. 12 12 Wind: 140 mph, h-22.40t, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 I. M-4x6 "Si 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 .14-4' End vertical(s) are exposed to wind, 8[ Truss designed for wind loads dlk - in the plane of the truss only. M-1..5x3,iliK M-1.5x3 3 \ / M rn ( d' 1 :t MI 4' 8 9 • o to M-3x4 M-3x4 M-3x4 M-3x4 of M-3x5(S) l l l ). 8-10-03 8-03-11 8-10-03 rnry 04. y 10-00 y 16-00 y �Co' C�,,IhdE.,�`��',�0 1-00 26-00 1-00 kr ' ` 89200P E r- JOB NAME : POLYGON NW PLAN 7-B NH - B36,y r+) Scale: 0.2048 -"'� /,.y�:,.., WARNINGS: GENERAL NOTES, unless otherwise noted: J OREGON Truss: B3 and Warnings beforeconstructbn commences CC1.Solder and erection Fentractor Mould be advised of all General Notes 1.This design I>based only upon the parameters Moven and la for an Individual y�, building component Applicability of design parameters and proper ASV` 2.204 compression web bradng must be Instated where shown.. InOgrporotlan of component is the responsibility of the building dastgner. ' �� Additions!temporary bracing to insure stability during canstmctbn 2 Dastgn assumes the lop end bottom chords to be laterally bre=ad at 3.AddO 41 f is the responsibility al the erector.Additional permanent brodn8 0! 7 o.c.end et I7 o.c.reepeclNely unless braced throughout their length by DATE: 12/10/2015 the overall structure Is the ro elbtllof the baldingdes connrpacl sheathing lateralsuch b adwg re ul:sheed0 cr.s end/or tlrywel(BC). 7[ i apor. ry goer. 3.2k lmped bridgingcathing such as required where Mown.. Ii 1-1 1r SEQ.: Ki5 8 9 6 7 0 4.No Ned 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 bads greater than 5.Design essumes trusses are to be used Ina nomcorrosive environment, TRANS ID: LINK design bads be applied to anycomponent. end are for"dry condition"of uee. 5.Commit-rue has no control over end assumes no responsibility for the fabrication,handling, 8.Design assumes roll bearing al all supports shown.shim or wedge If EXPIRES:12/31/2015 MI necesmry. iq. proem and installation otcamponenta. 7.Design assumes adequate drainage is ln,ss,etl. December 10,2015 8.This design Is furnished subject to Me Ilmttatbns set forth by S.Plates shag be located on both faces of truss,and placed so their center TPWVICA in SCSI,copies of which wi1 be furnished upon request. goes coincide wtth joint center lines. g.Digits Indicate size of plate In Inches. MITek USA.Inc./CampuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE= 1.15 1- 2=( 0) 50 2- 8=(-257) 1288 H- 3=( 0) 227 2x6 KDDF#15BTR T2 SPACED 24.0" O.C. 2- 3=(-1539) 383 8- 9=(-259) 1285 3- 9=(-448) 138 BC: 2x9 KDDF #1513TR 3- 4=(-1080) 364 9-10=(-293) 1265 9- 9=1 -94) 569 WEBS: 2x9 KDDF STAND LOADING 9- 5=( 0) 0 10- 7=(-293) 1268 9- 6=(-437) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=1-1063) 337 7-11=1 0) 4 6-10=( 0) 153 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1495) 390 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PIP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -189/ 1056V -97/ 1020 5.50^ 1.69 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50^ 1.62 KDDF ( 625) 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" Unbalanced live loads have been MAX TL CREEP DEFL =-0.003" @ -1'- 0.0" Allowed = 0.133" considered for this design. MAX LL DEFL=-0.041" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.089" @ 11'- 0.0^ Allowed = 1.906" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133^ MAX HORIZ. LL DEFL= 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL = 0.033" @ 25'- 8.8" Design conforms to main windforce-resisting 13-00 14-00 system and components and cladding criteria. 5-11 5-01 2-00 3-01 10-11 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 -M-4x4+ load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 6.00 M-4x6 -; Q 6.00 Truss designed for wind loads 4 in the plane of the truss only. y + M-3x4 M-2.5x9 or equal at non-structural diagonal inlets. M-3x4 3'z + 3 CO M-3x4+ m o �(r,110 12 8 9 10 lis O I M-3x4 M-1.5x3 0.25" M-1.5x3 M-3x4 0 R M-5x8(S) `�V v PROFe. J. 5-09-04 y 5-02-12 y 5-02-12 y 9-09-04 J. cr ''\.G,yGitv.E'E19 fir° 1-00 26-00 y „_-'44" 1-00 89200PE • Tr,,, JOB NAME: POLYGON NW PLAN 7-B NH - B4 • °°°: Scale: 0.2298 ti Cr WARNINGS: GENERAL NOTES, unless otherwise noted -//_ OREGON bt 1. 1.Builder end eredwn contractor should be advised of al General Notes 1.This design is based only upon the parameters Mown and Is for an individual / 'elk 1 s 2•�" 4•'t+ Truss: B4 and Waminga before conatnrcllon commences building component.Applicability of design parameters and proper 4 • 2.254 compression web bracing must be Installed where shown+. incorporation of component Is the reaponsibHity of the bulding designer 41 3.Additional temporary brecmg to insure stability dudng construction 2.Design assumes the top and bottom chows to be laterally braced at �.�. �` 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 V DATE: 12/10/2015 the everag structure Is them responsibility of the building designer. con, of boduinglor suchaepcng required where hown+r«drywell(BC). aeon ly 9 9 3.�Impact bridging or lateral bracing required where shown++ SEQ.: K15 8 9 6 7 1 4.No load should be applied to any component until after ail 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 end ere for"dry condg on"oi use. EXPIRES: 12/31/2015 TRANS ID: LINK design bade be applied to any component, 5.CempuTrus has no control over end assumes no responsibility forme B.neveDess =somas MI bearing al all supports shown.Shim or wedge R December 10,201 5 Y. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TP6WICA in SCSI.copies of which will be furnished upon request. Nnes coindde with joint center lines. 9.Digits Indicate sire of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M—lx2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T T 12 12 6.00 D IIsi-3x9 J 6.00 rn :" 2 ' 9 llIlIlI11iIHo M-3x5(S) M-3x4 M-3x4 y l 1-00 10-00 22-00 12-00 c,;-.. .:C. �GI .1b.Ss 4t" 89200PE < JOB NAME : POLYGON NW PLAN 7-B NH - Cl '0e710.• Scale: 0.3558 '". ,..,.,.....�����.-1 Cr WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON �C 1.Builder and erection contredor siwuld be advised of ail General Notes 1.Thls design is based only upon the parameters shown end 6 for an individual yj, Truss: Cl and Warnings before construction commences building component.Applicability of design parameters and proper 1. 1 " ,' 2.254 compression Web bredng must be Installed where shown.. Incorpontbn of component Is the responsibility of the building designer. ' (y'�giii�4 2.Design assumes IM top and bottom chords to be laterally braced at 6 3.Additional temporary bracing to Insure stability during construction 7 if and at 10'o.c.respectively unless braced throughout their length by �Q s Is the responsibllily of me erector.Additional permanent bradng of continuous sheathing such as plywood sheethirg(TC)end/or drywaN(Bc). �1 +:R('_]ILA- DATE: 12/10/2015 the overall structure lathe responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shown.. fl 1 SEQ.: K 15 8 9 67 2 4.No load should be applied to any component until after ail bracing and 4.Installation Oboes is the responsibilly of the respective contractor. fasteners an complete and at no time should any loads greeter than B.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component end are for"dry condition"efpse. 5.CempuTrus has no coMret over and assumes no responsibility for the Design assumes nm beating at ell supports mown.Shim or edge if EXPIRES:12/31/2015 fabrication.handling,shipment and installation of components. wary. 7.PeWgn assumes adequateenboth is tniesa December 10,2015 N.This design h fumished subject to the limitations set forth by 8.Plates shah be located on Doth mcoe of Imes,and placed so their center TPIAArrGA In SCSI.copies of which MI be furnished upon requesttunes coindde wbh joint center line. MTek USA,Inc./Com uTrus Software 7.6.71L E g.Digitsindicateconnector ate Inign values( )- 7.For bane cats sire hate design values see ESR-1311,ES12-1988(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 #160TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 204 KDDF STAND 3- 4=1-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 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" 11-00 11-00 1' '1 T 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T f f 1' T system and components and cladding criteria. 12 12 M-4x6Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 7" Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 ,(-,( End vertical(s) are exposed to wind, 'U Truss designed for wind loads 16 in the plane of the truss only. M-1.5x3 M-1.5x3 \i" m �m_ 1 2 Tt B- = Y NIT 7 I M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0l o 1 1 J. 1 7-06-03 6-11-11 7-06-03 1 10-00 J. 12-00 1 �c(, o P1104.6., J' 22-00 1-00 Or Vic` . .. 6) 3. 17 4t 89200PE C' JOB NAME : POLYGON NW PLAN 7-B NH - C2 scale: 0.2433 -44401".1,F4 ; _y WARNINGS: GENERAL.mIs graiNOTES, unieasother wise ' OREGON Ve, 1.Balder and erection contractor should be advised Mall General Notes 1.This design la based only upon me parameters shown and la for an individual 7 Truss: C2 and Warnings before construction commences. building component.Appllcadliry of design parameters and proper 2.2t4 compression web bracing must be installed where shown+. Incorporation of component Is the rosponsibAlty of the building designer. r 1 ''- 2.Design assumes me top and bottom chords to be latenlry braced at14 3.Addkional temporary bracing to insure stability during construction y o.c.and at 10'este reapadWery unless braced throughout mak length by © s Is the responsibility of the erector.Addeianal permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC) ""/+.`ti[`4r DATE: 12/10/2015 the overall structure is the responsibility of the balding designer. 3.2r.Impact bridging or lateral bracing required where shown++ hl 1+ SEQ.: K1589673 4.No road shock be applied to any component until aver all bradrg and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nencermdve environment. TRANS ID• LINK design toads beappledtoany component. and are for dry condition'of tea. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at at supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 EXPIRES: e.This design b belched subject to the limitations set forth by 8.Plates shal be located an both faces of truss,and placed so their center TPIWICA In BCSI,copies of which veil be furnished upon request. Knee coincide with joint center lines. Wee USA,Inc./Goin Trus Software 7.6.7 1L E 9.Digits indicate stye of plate In Inches. Pu ( )- t0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T T 12 )IM-4x4 12 6.00 t Q 6.00 3 rv12 q r1 II o o I I o M-3x5(5) O M-3x4 M-3x4 l l 1-00 10-00 22-00 12-00 �� � �. tP 4t� :9200PE �r JOB NAME : POLYGON NW PLAN 7—B NH — C3 Scale: 0.3558 IVO WARNINGS: GENERAL NOTES, uNeupon the ise parameters "� OREGON ',o' 1 andderannsbeorcontredcranotiabeecelnd of all General Notes 1.milddellenpbased optycabnye peeignermewn and is(open Individual y", Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,J Y+ 2.204 compression web bracing must be installed where shown.. Incorporation of component Is the responsibility of the building designer. �'� T (4' �� 3.Additional temporary bracing to Insure stability during nnstructinn 2.Design end si lO the top sct bottom ass&cobraceda be throuaterallyghout braced at G lathe responsibility of the erector.AdtlBbnal permanent lasing or 7 o.c. al 1P o.c.respectNeiy unless throughout their langur by iiiii `` DATE: 12/10/2015 the overall structure Is me responsibility r the building designer. so Impact sheathing inor such a,acplyneod aired eyes)end/or dryest)BC). R.1 L -I Won ty o g 3.2a impact bndging or lateral bracing required where shown.. SEQ.: Ki5 8 9 67 4 4.No bad should be applied to any component until after all bracing and 4.InstaBsecn of truss Is the reeponaibidty of the respective contractor. fasteners ere complete end at no time should any loads greater then 5.Design assumes tosses ere to be used in a noncorrosive environment, dry ition.of use. TRANS I D: LINK design bads be applied to any component. end ere forS.Design assumes fullb beating at aft Nippon,shown.Shim or wedge if EXPIRES: r� ry r] t 5.CompuTrushasnocontroloverandassumesnoresponsibilityforme nenasery 12/31./2015. fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 10,2015 5.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both fans of truss,and placed so their center TPIA4oTCA In SCSI,copies of which vA9 be furnished upon request. lines coincide with Joint center lines. Trus Software 7.6.7(11)-E 9.Digits Indicate ske of piste in inches. MiTek USA,Inc./Com Puto.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 9- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"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 I'- 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.059" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 1 T 4 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting f f f ' f system and components and cladding criteria. 12 12 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 .(-r( End vertical(s) are exposed to wind, 10 y Truss designed for wind loads �� in the plane of the truss only. M-1.5x3 -1.5x3 M m O O om 02 ' 8 9 5 0 0 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 1 , 1 1 7-06-03 6-11-11 7-06-03 �'` 1 10-00 1 ).1 ' D P -�,. ` �'Qfi`cS''1 l 1 1 1 \� I46IN> FR /� 1-00 22-00 1-00 � �� �Y 00P E JOB NAME : POLYGON NW PLAN 7-B NH - C4 � /• �*1r'r Scale: 0.2433 •y ry/'+� /"""^ WARNINGS: GENERALINOTES, unless onthe other/use 'Y7� % OREGON 'Y:/ 150, CC 1.Binder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual // y�- Truss: C 4 and Warnings before conshuctbn commences. building component Applicability of design parameters and proper ,r 1 2.Dc4 compression web bracing must be initialled where shown+ Incorporation of component la the responsibility of the building destgner. �� -'i T "W 3.Additional temporary bracing Io Insure abblitty during construdbn 2.Design assumes the tap and bottom chards to be laterally braced at la the responsibility at the erector.Additional permanent bracing of To.c.and at sheathing reapect5 pty unless braced throughout their length by DATE: 12/10/2015 the overel structure is the responslblity of the building designer. 2Impa continuous ahainglan aer as sting reNwood uir a where s and/or tlrywal(BC). '-�7 `+lC]["4'��., 3.2l Impact bridging of lateral bracing required where shown ar da 7'f 1-1 SEQ.: K158 9 67 5 4.Na load should be applied to any component until after all bmang and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non.sarroalve environment, design nada be applied to any component. end are for"dry condition of use. TRANS ID: LINK6.Design assumes full bearing at all supports Shown.Shim orwedge If EXPIRES:1 /31/2015 5.CampuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,ehipment and installation of components. 7.Design assumes adequate drainage is provided. Decem .lber 10,2015 6.Thy design is furnished subject to the limitations set forth by 8,Plates shall be bottled on both faces o/tows,and placed so their center TPWVrCA in BCBI,copies of which coil be furnished upon request. linea coincide with Joint center lines, MiTek USA,Inc,/Com uTrus Software 7.6.7 1L E B Digits Inmate eine of plata In inches. P ( )- R For basic cote sizer plate design values see ESR-1311,ESR-7908(AITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-9=(-99) 81 BC: 2x4 KDDF #1413TR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 92.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 9'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) Jr 1: Heel to plate corner = 5.25" LL = 25 PIF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 4.0" Allowed = 0.159" 3-00 ` MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, 3 Truss designed for wind loads 2 in the plane of the truss only. PROVIDE SUPPORT 1 1 I u1 � L ti 0" M-3x8 M-1.5x3 3-00 l 'I 4-00 PROFir ,•c3 �cN��N `- 89200PE <' JOB NAME : POLYGON NW PLAN 7-B NH - Dl Scale: 0.6153 •'A "1 1.(WidWARNINOE. OhRAedesign is NOTES, uMeupotherwise parameters OREGON 1.Builder and erection contractor shouts be advised of al General Notes 1.This tlaMgn a based only upon the parameters Mown and is for an Individual y+„ Truss: D1 and Warnings before construction commences. building componentApplicability of design parameters and proper V 2.204 compression web bracing must be Installed where shod,. incorporation of component lame responsibility olthe building d.&gner. /r k �� 2.Design assumes the top end bottom chordae be laterally braced at 3.Additional temporary bracing to Insure stability during construction 7 a.c.and at 10'a.o respectively unless braced throughout their length by a is the responsibility of the endo,.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)end/or drywaA(BC). DATE: 12/10/2015 the averal structure is the responsibility of the building designer. 3.2s Impact bddging or lateral bracing required where shown+n `�1•l 1 1+ SEQ.: El5 8 9 6 7 6 4.No bad should be applied to any component until after all bracing and 4.Installation of Ouse is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non•correeie environment TRANS I D: LINK design bade be applied to any component and are for"dry condelon"of use. 5.CompuTrus hes no control over end assumes no responsibility ler the 8.Deoeese nomas full beartng at ail supports shown.shim or wedge If EXPIRES:12/31/2015 lubrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. December 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPI/WMA b SCSI,copes of which wig be furnished upon request. Ines coincide with Joint center linea 9.MiTek USA.Inc./CompuTrue Software 7.6.7(11}E 10.Forrlbaslots oconnectocate due rple a de late in ign a l p sign values see E$R•1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0).DL( 7.0) ON TOP CHORD= 32.0 PEP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD= 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50^ 0.32 KDDF ( 625) TOTAL LOAD = 92.0 POP 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL= 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.279" 12 MAX HORIZ. LL DEFL = -0.003^ @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 4.00 f ' 2 - Design conforms to main windforce-resisting system and components and cladding criteria. lr Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, N End verticals) are exposed to wind, )11Truss designed for wind loads I in the plane of the truss only. 1101 ,.-1 r 0 N 1 (+1 I / 01 4:>-<:„.. 32>� M-3x8 l l �y 3-00 cr PRQpr l 4-00 l ��s,, -S."' GINE'4c (..5' (PROVIDE FULL BEARING;Jts:4,3,2 I „ry 89200PE Jr do JOB NAME: POLYGON NW PLAN 7-B NH - D2 41 „ie . Scale: 0.8962 .�y yam` yt/"/ WARNINGS: GENERAL NOTES, unless otherwise noted: f O , OREGON ya. 1 v� 1.Budder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and la for an Individual /.0 777,/t i v s � 1iy �`I'=, Truss: D2 and Warnings before construction commences. bidding component.Applicability of design parameters and proper 7 T 2.254 compression web bradng must be Installed where shown+ incorporation of component is the reeponstbdlty of the budding designer. .(y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top end bottom chorda to be laterally braced at &l aR R A' Tai Is lha responstblay of the erector.Additional permanent bracing of To.c.and sheathingatc.c.rwish asely unless braced throughoutmeh length by Lf+'� DATE: 12/10/2015 the oversa structure Is the responsibility of the budding designer. continuousImpact such acng red meedMeatng(e et ue.nandi0r dryweA(BC). - ty g 3.20 Impact bridging or lateral bracing required where shown++ SEQ.: Ki5 8 9 6 7 7 4.No bed should be applied to any component until after Cl bracing and 4.Installation of truss Is the responsibility of the roapedwe contractor. 12/31/2015 n }d 7(}y fasteners are complete and at no time should any bads greater than S.Design assumes hums are to be used In a non-conceive environment, EXPIRES: I G�57.1/GV I design bade be applied to any component. and ere for"dry conddbn"of use. TRANS ID: LINK 8.Design aaamesNil bearing atadsupponashown.Shim orwedge If December 10,2015 5.CompuTr°s has no control over and assumes no responsibility for the nate fablcetlon.handling,shipment and installation of components. essry. 7.Designeewmeloaded neoface is provided. 8.This design Is furnished subject b the Ilmlimitationslimitationsset forth by S.PlatesWIee Ahad be bao ted on both faces of truss,and placed so their center TPI'WTEA A BIN),copies of which nil be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8.— 2.0" IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PDF (All Heights), Enclosed, Cat.2, Exp.0, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on ontinuous bearing wall ZION. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 9.00 O rni O O rn •iiri4 in 1 ri I liZI of �������������������������������������������������������/4/�������A 4 M-3x4 l l l 1-00 8-02 ��9 0 PA F4. e. �GIN4-- /p 8920OPE -7_, JOB NAME : POLYGON NW PLAN 7-B NH - Orili;-' Scale: 0.6366w ailIPP" WARNINGS: GENERAL NOTES, unless otherwlss noted: li OREGON Cr 1.Builder and erection contractor should be advissd of ail General Notes 1.This design h based wry upon the parameters shown and h for an individualindividualy,, Truss: El and Warning.before construction commences. building componentApplicability of design parameters and proper 4.--- A X A's2.254 compression web bracing must be Installed where shown v. Incorporation of component b the responsibility of the building designer. J" Y ` \ �4 2.Design assumes the top and bottom chords to be laterally braced at 14 3.Additional temporary bracing to Insure stability during construction 7 o.c.and et 10'pc.respectively unless braced throughout their hngih by a Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). 4/I *`+ 1 ( L; DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown 4 FA%i 1 1 1.r S EQ.: K 15 8 9 6 7 8 4.No load should be applied to any component until aver all bracing and 4.Installation or truss is the responsibility of the respective contractor. fasteners are complete and et no time should any bads 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.CompuTrus has no control over and assumes no responsibility for the 6.Oaexsse awmes illi bearing at ail supports shown.Shim sir wedge II EXPIRES: 12/31/2015 2/31(201 fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 10,2015 J 8.This design is furnished subject to Na limitations est forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNATCA in SCSI.copies or which will be furnished upon request. Ines coincide with Joint center Ines. 9.Digits Indicate she of plate In Inches. MiTek USA,Ina./CornpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see EOR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 814BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x9 KDDF 814BTR SPACED 24.0" O.C. 2-3=(-105) 88 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 NSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -68/ 479V -33/ 97H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 KDDF ( 625) ^* For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. J BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.299" @ 4'- 1.7" Allowed = 0.989" MAX TC PANEL TL DEFL = -0.393" @ 4'- 1.7" Allowed = 0.727" 7-10-04 0-03-12 I ,r ,r ,r MAX HORIE. LL DEFL = 0.001" @ 7'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 12 4.00 17 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 - 3 Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I j (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), Y 111load duration factor=l.6, End vertical.(s) are exposed to wind, to Truss designed for wind loads in the plane of the truss only. 0 0 0 cm ti I 1 i ffiellinii=NNENEEMENNME/Inligal -/ M oI 2�� sa 5 0 M-3x9 M-1.5x3 1 1 b 7-10-04 0-03-12 ) l ) 1-00 8-02 A� ry��99 Ll „5„,. f l l� r hs fe :9200P fir JOB NAME : POLYGON NW PLAN 7-B NH - E2 Scale: 0.5366WAR '" lle Cr 1.Builder O.Thiede design unless o the heparamete 7) OREGON 1.Bulkbf rntl s before contractor should be advised of all General Notes i bid ing co Is based ppl upon the parameters shown east b foyer individual y�, Truss: E2 and Warnings bre nonan dbn commences Inc ring compofoampo Applicability responsibility parameters and proper 2.204 compression web breang must be installed where shown o. Incorporation of component is the respanstbXlty of the building designer. 14 r7 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chorda to be laterally braced et Za ny la Me responsibilityre of the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.respectively unless braced Throughout their length by - DATE: 12/10/2015 the oven structure is mere responsibility line boost des nor. continuous sheathing or ouch as avO4 requiredplywood sheathing(TC)whereshown tlrywaA(BC). Ui R'I L. ape ty o building g 3.2a Impact bridging or lateral bracing shown e. f'I 1 SEQ.: Ki5 8 9 6 7 9 4.No load should be applied to any component until after all bracing end 4.Ins1=Aallon of truss Is the responsibility of the respective contractor. fasteners are complete and at na time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for'Wry conditionof use. 5.CompuTrue has no control over end assumes no responsibility Br the 6.De dcosy ewmee mil bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 fabrbation,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 8.This design isfumishedsubject tothe limiationsset fonhby 8.Plates shall be boated on both faces of truss,and;Saud sotheir center December 10,2015 TPPWTCA 6 BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits bdbate size of plate in inches. Musk USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector date design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-69) 49 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 10.1" Allowed = 0.279" 4-11-04 0-03-12 MAX TC PANEL TL DEFL = -0.043" @ 2'- 8.1" Allowed = 0.419" f ' ,r MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, X Truss designed for wind loads IIIin the plane of the truss only. ul ti 0 0 I cv N -.wligIIIIIIIIIIIIIIIIIIIIIIIIII IA M 1 ISMI111111111111111i111 _, 2► ** 5 0 M-3x4 M-1.5x3 1 l l 4-11-04 0-03-12 l y l 1-00 5-03 .� cOPf0fico ss 89200PE r'° JOB NAME : POLYGON NW PLAN 7-B NH - E3 .riordee Scale: 0.5895 .- WARNINGS: GENERAL NOTES, unleaaotMnvhe noted. 14 7 OREGON +K" Trus s E 3 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and la for an Individual • clot Wan ngs before construction commences building component.Applicability of design parameters and proper j,". .A 1S 2.204 compression web bradng must be installed where shown v. incorporation of component la the responsibility of the building designer. �''� �^ (T \ 3.Additional tem bradn to Insure stabarty during2.Design and at tU Me tap and bollen Mobs to be Wordy braced ali i+ temporary g ky construction 2 o c. at la o.c.reepectNely unless braced throughout their length by /��r y Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywal(BC). '''' `Ft R.I l �, L DATE: 12/10/2015 the overall structure is the responsibility of me building designer. 3.Dr Impact bridging or lateral bracing required where Mown** 1 SEQ.: Ki5 8 9 6 8 0 4.No load ahouid be applied to any component untl after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no free 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 Soeponent. and are hr dry nolrdenn of use. 5.ComWTrus has no control over and assumes no responsibility ler the 8.Design assumes lull bearing al all supporta Morn.Shim or wedge If EXPIRES.12/31./2015. asery. fabrication,handling,shipment and installation of components. 7.Design Returnee adequate drainage is provided. December 10,2015 8.This design is furnished subject to the Ilmkatlons set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPgWTCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center linea. Welt USA,)Dd./Com UTyus Software 7.6.7 1 L E 9.Digits indicate she of plate in inches. p ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 RODE #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria.. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 -/ 12 + 9.00 D � I 0 2 11111 2 1 N _, [ � O 4 M-3x4 1 ), 1-00 5-03 �� „a Pik ' c.,., IN �Q� 444 '.. 4.... ,89200P E 91.-- JOB NAME: POLYGON NW PLAN 7-B NH - E4 � '� Scale: 0.7524 —sem/ WARNINGS: GENERAL NOTES, unless otherwleenoted "32; , ©REG©NNIX t 4 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and le tr an Individual �' 1.. s "U ^ Truss: E4 and Warnings before construction commences bolding component Applioabilly of design parameters and proper T14 2.2g4 compression web bracing must be Installed where shown incorporation of component is the responsibilityof the bolding designer. Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom choler to be laterally braced at C" �{ ,a ILA- ,.the responsibility of the erector.Additional permanent bracing of 2 c.c,and at 10'a.c,respectively unless braced throughout their length by RR Cy lr DATE: 12/10/2015 the overall structure is the responsibility f the building designer. continuous sheathing or suchr as aciplyng requiredd a where s suntandrdrywaN(BC). Spon ty o ne g 3.a Impact bridging or leleral bracing where show.. SEQ.: K15 8 9 6 81 4.No load should be applied to any component unti after all bracing end 4.Installation of russ Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non.coweive environment, end are roreycandNon"or use. EXPIRES:12/31/2015 TRANS ID: LINK design bads be applied to any component. 5.Cantina,.has no control over and assumes no responsibility ler the 8.Design ere ee assumes full bearing et all supports shown.Shim or wedge If December 10,2015 fabrication,handling,shipment and Installation of components. ry 7 Design assumes adequate drainage to prose,d. and This design h furnished subject to the limitations set forth by 8.Plates shag be bested on both faces of truss, placed so(heir center TPIMTCA In SCSI,copies of which roil be furnished upon request. lines colnolde with Joint center lines. 9.Digits Indicate sire of plate in inches. Weir USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESS-7988(MITek) Symbols Numbering stem A General Safety PLATE LOCATION AND ORIENTATION 1 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y p y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury MEDimensions are in ft-in-sixteenths. I� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. diagonal orx-bracin TOP CHORDS 9 g,is always required. See BCSI. 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I O .. w bracing should be considered. r Q A � 0 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 -r C5-6 designer,erection supervisor,property owner and plates 0 '/14' from outside BOTTOM CHORDS all other interested parties. 1 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 to MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Plne lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 11114 Indicates location where bearings 16.Da not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. MEM r reaction section indicates joint 17.Install and load verticallyunless indicated otherwise. 111111111 IIII III i number where bearings occur. Min size shown is for crushing only. NM OM ►--� 18.Use of green or treated lumber may pose unacceptable ►--� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal IVIII 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 Bracin is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice forgHandling, rvl Te l( ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Li Roseburg 7B 4-19-16 J2 MAIN 1:43pm >FnreSt Ptxxiucts t:ontpam1 of 1 CS Beam 2016.4.0.5 kmB eamEngine 4.13.19.1 Materials Database 1547 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 1h 14 5 0 11 7 0 9 ° 26 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" L/681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" U835 6.61' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All productnamesaetademaksoftheirespectiveownes 1<AMI L.HENDERSON Copydght(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER PACIFIC LUMBER&TRUSS `"Passng isdefined aswhen the member,floorjoist,beam orgirder,shown on thisdrawing meets applicable desgn criteria for Loads,Loading Conditions,and Spans listed on thissheet.The BEAVERTON,OREGON 97005 desgn must be reviewed by a qualified designer ordesgn profess onal as required for approval.Thisdesgn assumes product installation according to the manufacturers specifications. 503-858-9663