The URL can be used to link to this page

Plans (114) m U - Oce mit MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. '<c' PRQp 14.c; 0AGINE -„, s/0 2 89782PE 9r 174 .S"Otj '1,,9 �'IRV 12 �. rPAUL ak\ '. � � August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 vAVLj56CBygBiS 1 1-0-0 , I 1-2-0 1AZ . Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 H 1.5x3 II 1.5x3 H 1.5x3 II 1.5x3 H 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 0 A/ ..\ / \ / '\ : /kW MS o o a P O O 2 23 22 21 20 19 18 17 •I 3x5= 3x5= 1.5x3 11 3x5= 3x5= 3x5= 7-0-14 17-7-14 16-2-14 1 14-4-4 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.V)- [8:0-1-8.EdgeU19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code 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 '\C4� PRflfifi .0 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �\CD ,�G I NES— /O Uniform Loads(plf) Vert:16-24=-8,1-15=-80 14 y Concentrated Loads(Ib) Q 89782PE t'" Vert:2=-674(F) / -' M 41 -V OREGON �N. -I, �gRy15, CLQ BAUL \� EXPIRES: 12/31/2016 August 7,2015 a r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02H82015 BEFORE USE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MIS@C erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Right's CA win Job Truss Truss Type Oty 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 I D:DFkz9p3tCrPAGZnVberKOtyJvg B-XbOZzFYuCATEPMi39xj1100Z6MZomLdfZNgfkdygBi R 1 0-10.12. 1 l 1-2-0 1 1 0-10-8 1 1 2-6-0 I Scale:1/2•=1, 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 I I 1 2 34x4 4 5 6 7 8 e e O Ai,- c',1 —\\7\ 7------ SP e o 1: 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= 1-1-12 11-8-12 12-3-12 13-84 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)— [2:0-1-8.Edge).1L3:0-1-8.Edg a LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��4,Gp PR Ope— w�\; �IyC,I N�fiR /O2 'Z'' 8.782PE r- -v OREGON ooh NI EXPIRES: 12/31/2016 August 7,2015 t / ®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 Mick connectors.This design is based only upon parameters shown,and is for an individual building component. MI 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 A�I� « erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality CrIterta,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r.itn,e Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45124650 PL15264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51WHGifEXZdwpLm?ZVgaoo1aDG3ygBiQ I 2-6-0 I I._1.0_1 I 1-2-0 1 I 0-8-14 I Scale=1:22.8 1.5x3 II 1.5x3 H 3x4= 3x4= 1.5x3 I I 3x4 = 1.5x3 1 2 3 4 5 3x4= 6 7 8 Ie 6 • O 1/ N • 14,. 6 .r v � ` 13 12 11 10 3x4= 3x6 =1.5x3 II 1.5x3 II 3x6 = 3x4= 5-10-2 1 6-5-2 17-0-2 I 13-1-8I . 5-10-2 0-7-0 0-7-0 6-1-6 -t- fir -r- _ 4:1 v_ LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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 Inc( YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(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. -<<.,x' PR oFFs ��5 ANG l N�F�4 ` o Q., 2 89782PE 1' 1 • •NNW 40 -7 OREGON p', Q -9.Q ' RY16,`Z PAUL R\ EXPIRES; 12/31/2016 August 7,2015 , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.0246/2015 BEFORE USEMIME Design valid for use only with MEM(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 �iTe�., erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Betiding Component 7777 Greenback Lane Safely Iniormaifon available from Truss Plate Institute,781 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Suite 109 r:itntc Hoightc CIA 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 Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMlm6rT v91TEGty1hJmpVygBiP • I 2-6-0 1-8-6 1 1 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 1 2 3 4 53x4= 6 7 8 i --. 9 N e e e e •, 1 13 12 11 10 3x4= 3x6= 1.5x3 I I 1.5x3 I I 3x6= 3x4= 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 '-t- •-se Y 4:4 1-8 ..- -r- LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,34=-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. - <.' PR pFFs so. -0.- -.4, �NGiN� 9 �'/0?' a" :9782PE f 1111r' - 4-1 OREGON 4'* -74, Cr'9RY 1y;L ,Q• • PA U L �'\ EXPIRES: 12/31/2016 August 7,2015 A I ,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.071162015 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. Ig 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 IYI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 cirrus Heights CA 95810 Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT I9JyEJXylhJmpVygBiP I 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 Scale=1:18.0 1.5x3 II 3x4= 1.5x3 H 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 0 N 9 6- 00 e 1 10 9 8 A !lLLLL��IIII 1.5x3 II 1.5x3 11 3x6 = 3x4= 3x4= 2-3-10 2-10-10 3-5-10 9-7-0 2-3-10 0-7-0 0-7-0 6-1-6 • Plate Offsets(X.Y)- [2:0-1-8.Edge].(3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defi Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/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(0.13V X 3")nails. Strongbacks to . be attached to walls at their outer ends or restrained by other means. O PROi<< � , NGIVE / �\ � 0, � 2 cc 89782PE f J - G©N 4�_t ir pAUL l' EXPIRES: 12/31/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7173 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. �A Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 nuns Heightc ITA 95610 _ Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 I D:D Fkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamU5spGpReg3G?e203vZY)zhM5FL3JLyygBiO 2-6-0 I2-1-12 II 1-2-0 I I 0-9-8 I 2-3-0 I 1 1-2-0 1 1 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e I'� �1 e� � � 0 N 'VI e e''' 1 6- 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 H 3x5= 3x4 = 12-10-12 I 4-10-12 15-5-12 16-0-12 1 11-8-12 12-3-121 1 15-11-12 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plat- •• - I'f- -: -f- --__•e 5.1-1-8 _d•- 16:0-1-8 d•- LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ltd 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'nor 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=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �4' p PROF4Cs tt,\cs �t4GINEsc, Wo cs;‘C".... 89782PE '0'___ '.- =- - . '-ow' • . t ?� 40 7 OREGON p'•- -7Rfrb. vk AUL EXPIRES: 12/31/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIL7473 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 IYi� P+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 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 (Citrus Hrights•rA 95610 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 I D:DFkz9p3tCrPAGZn VberKOtyJvg B-QMe3pdbPFP_guzogonnEBGYKrz?RiD8E U?ottOygBiN I 1-9-14 11 1-2-0 1 1 0-8-14 I I 2-6-0 Scale=1:17.6 1.5x3 H 3x4 = 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4 = 4 5 6 0 0 o 0 o 0 N _ : OV` O o o/ o 11 10 9 8 1.5x3 I I 1.5x3 I I 3x6= 3x4= 3x4 = 2-0-14 2-7-14 3-2-14I 9-4-4 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edge].13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(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. 4-S., PRQ Fss C.. ` �NGI[VF � ♦a t. Lt- 89782PE 9t 9 RECON caS '1.gfi'4Ry A6, & PAUL R EXPIRES: 12/31/2016 August 7,2015 i I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. IffilA 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/T911 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Solely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 (Titers Heights,(:A 9561n Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc. Fri Aug07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM I 2-6-9_ 1 2-1-12 1 1 t-2-0 1 1 o-9-8 I 2-3-0 _1 H_— 2-3-0 1 1 1-2-0 1 1fl$4_ Scale=1:28.5 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 114x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 eIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIItt IwI, tw 0 O 0 IA — 1' 16.5- 15 14 13 12 1 3x4= 3x4= 3x4 = 3x6= 1.5x3 I I 4x4= 3x4 = 12-10-12 I 4-10.12p-5-12 16-0-12 1 11-8-12 I2-3-121 I 16-4-4 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.V)- 17:0-1-8.Edge].112:0-1-8.Edge].[15:0-1-8.Edg].116:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-44,11=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. '\<<-1' PRaFFSS t6. �NC'11V��c)9 /p2p `r' 89782PE r" emir r MIy .� eREGON �" Q' �� 'AUL A�� EXPIRES: 12/31/2016 August 7,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ��- 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/TPD QualIty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heightc C.A 9561n Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 I D:DFkz9p3tCrPAGZnVberKOtyJvgB-MIIq EJcfn0EO7HADVCgiGheXZnbxA2zXyJHyHygBi L I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 113§121 Scale=1:28.2 4x4= 1.5x3 I I 3x5= 1.5x3 II 1.5x3 H 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e e N 6 \ O 6 -e e e \�n7n t 16 15 14 13 12 4P 3x4 = 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-1216-0-121 11-9-12 )23-121 1 16-2-8 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 P- - OA -. Y:1-1-8 d.- 1_'1- -: - ..- : d.e 16:f- -8 ..e LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-2402/0,4-5=-2402/0,5-6=-2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �ti4tp PROFes �(\c;\ �' GINEc/9 /02 448.782PE 9f i OREGON a'••• Q Ry� J fi PAUL R� EXPIRES: 12/31/2016 August 7,2015 1 f ®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 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 IYi��ee. 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/T911 Quality Crtteria,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 nitres Heights,CA 95810 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 ° offsets are indicated. (Drawings not to scale) Damage or Personal Injury MEDimensions are in ft-in-sixteenths. I I iiilk. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/164 wide trussrespacinrcing,individualtlaateral braces themselves may qure bag, alentive Tar I _ IL\lirliAlibil p bracing sus should be consideredor r . I O 3. Never exceed the design loading shown and never ec Ostacmaterials on inadequately braced trusses. r 4. Provide copies of this truss design to the building or C7-8 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-1/le from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 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. soffware or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that (Indicated by symbol shown and/or specified. by text in the bracing section of the output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at 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. I Indicates location where bearings 1 b.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. k= reaction section indicates jointIMMII III IN il 17.Install and load verticallyunless indicated otherwise. number where bearings occur. Min size shown is for crushing only. MI MIN 4 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 MI 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 is not sufficient. 9 Bracing. ■ Tekt 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 MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-B NH KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1589666 thru K1589681 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <c" O PROFp N5 GlN� /p 2 89200PE �;' ,17,OREGON\t,‘ �� iQ �y14, 2° / f?R 1IA- ' 401P,001suum December 10,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" ICOND. 2: Design Checked for net(-5 psf) uplift at 24 "oc spacing. BC: 2x9 KDDF #16BTR LOAD DUSPAIED INCREASE = 1.15 Design Conforms to main windfoYce-res is tin BC: 2x9 KDDF #1&BTR 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: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD= 42.0 PDF load duration factor=1.6, End vertical(s) are exposed to wind, LL 25 PIE 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 DON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 8-03-09 8-03-04 12 12 T 6.00 IIM-9x4 16.00 rm o �j 1, o to yp"\ 1N:-:G PfNR�O�S. sQ�/9-3x9M-3x9 y y y /1-00 16-06-08 1-00 �`r «9200PE r JOB NAME : POLYGON NW PLAN 7—B NH — Al jj01" Scale: 0.4000 le (� /^� A' JC• WARNINGS GENERAL NOTES, unless otherwise noted 4 �f}.y OREGON L`0 Truss: A 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only open the parameters shown and is for an individual (LT t' y�� 4'` and Warnings before construction commences building component.Appllcablty of design parameters end proper O _T J' 14 V "'tw 2.204 compression web bradng must be installed where shown s. Incarporellon of component Is the responsibility at the building designer. 1 3.Additional tem stability g construction 2.Design assumes the tap and bottom cholla to be laterally braced at L� temporary bracing to Insure abblll dodo 2'o.c.end at 10'o.c.respectively unless braced throughout Meir length by Ft I Is the responsibility of the erecter.Addtional permanent brecmg of ous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/10/2015 the overall structure b impact the responsibility of the building designer. 3.Sc2x impact bridging or lateral bracing required where shown i s SEQ. : 1<158 9 6 6 6 4.No bed should be applied to any component until after at bracing and 4.Installation of truss Is the responelbillty o/the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design a mes trusses are to be used in a non-corrosive environment. and are for conation or use. cEXPIRES: 12/31/2015 TRANS I D: LINK design loads be applied m any component o�� 5.CompuTrus has noconbaloverandassumesnoresponsibilityforthe 8.Design assumes toll bearing al all supparlsshown.Shim orwetlpei( December 10,2015 necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 5.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPIMRCA In SCSI,copies of which will be furnished upon request. lines colnclde with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plats design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41gBTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2- 8=(-378) 1540 3- 8=(-326) 309 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=1-1751) 477 8- 6=(-431) 1540 8- 4=1-121) 934 WEBS: 2x4 KDDF STAND 3- 4=1-1351) 268 B- 5=1-326) 306 LOADING 4- 5=1-1351) 256 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1751) 502 BC LATERAL SUPPORT <= 12"0C. 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 BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 809V -82/ 82H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -125/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 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" ' T MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 • T T T T T 12 12 Design conforms to main windforce-resisting 6.00 D 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 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(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 5 ...ggigillIlIllill .11111115 IV . 8 M-5x8 M-3x4 M-3x4 M M O O , 1 ® cr.o2 _ z 6 7 o I o 0 -.3.00 3.00 12 12 > I )- b I 1-008-03-04 8-03-04 1-00 .� u PROF . y y C. 15'61( 89200PE 16-06-08 �T JOB NAME : POLYGON NW PLAN 7-B NH - A2 6A.°!.:0-1----- . f/ r�.-✓Scale: 0.3183 -, 0 /!, ¢ WARNINGS: O.This eis NOTES, unless on the dye mete: '� OREGON to 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an IntlNitlual Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.2x4 compression web bracing must be Installed where shown 4. Inoorporetlon of component la the responsibility of the building designer. tl 2S ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at O j 7,�.x Is the responalblllty of the erector.Additlonal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (7. 12/10/2015 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing or suchras plywood required shee where s ownand/4 drywail(BCI. -`R R VA- DATE: 3.2x Impact bridging or lateral bracing requlrae whore shown i SEQ. : K 15 8 9 6 6 7 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition.of use. 5.CompuTms has no control over and assumes no responsibility for the B.De�en assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. nary. I'. 8.This designfurnished T.Methalteladeduoneothifageio aGes,rodded. LdeceIIIL,P.r 10,2015 is subject 8.Metes cbe located on both faces of truss,and placed so their center TPINJTCA M BCSI,copies of which will be furnished upon request linea coincide with joint center lines. 9 Digits indicate sizeof plate In inches. .MiTek USA,Inc./Com uTrus Software 7.6.7 1L E 10. Forbask connector plate design values see ESR-1317,ESR-7988(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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10= BC: 2x9 KDDF #SIBTR SPACED 24.0" O.C. 2- 3-( -69) 347 10-11=( 2 55) 92 13- 1= -12) 169 WEBS: 2x9 KDDF STAND (-255) 90 3-11=1 -470) 164 3- 4=(-146) 779 11-12=(-682) 251 9-11=(-1145) 248 LOADING 4- 5=1 -79) 220 12-13-1 -98) 472 4-12=1 -95) 806 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1 -85) 246 13- 8=1-241) 898 5-12=1 -361) 143 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-566) 90 12- 6=( -765) 194 TOTAL LOAD - 42.0 PSF 7- 8=1-980) 274 6-13=1 0) 450 OVERHANGS: 12.0" 12.0" 8- 9-( 0) 50 13- 7=( -346) 219 LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA vertical members (won). 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 lOPSF LIVE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -109/ 613V 0/ OH 5.50" 0.98 KDDF ( 625) REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL=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 MAX TL CREEP DEFL - -0.003" @ 27'- 0.0" Allowed = 0.133" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 f f f f l / f l MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" MAX BORIZ. TL DEFL - 0.034" @ 25'- 6.5" IM-4x4 12 M-1.5x4 4.0" 6.00 L M-3/65 .f-n M-3x5 Design conforms to main windforce-resisting M-3x5M-1.5x4 y-� 12 system and components and cladding criteria. M-3x4 it ii M-3x5 "':16.00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 11 II(;i M-3x4 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' End vertical(s) are exposed to wind, k Truss designed for wind loads M-3x6 in the plane of the truss only. 3 M-1.5x3 ss M-2.5x4 or equal at non-structural diagonal inlets. 13 Truss designed for 9x2 outlookers. 2x4 let-ins Mo 2 � + M-5x6 M-3x9 r1 of the same size and grade as structural top 0 12 o chord. Insure tight fit at each end of let-in. a' '," ..1 M-3x8 _ I Outlookers must be cut with care and are C3 1 1 T 8 permissible at inlet board areas only. o M-1. x3I-5x10 0 M-3x4 a 3.00 3.00 u,- 12 12 pp 9-11 3-01 4-08-12 8-03-04 ( �,�CO P R oF-e 1-00 9-11 y - 7-09-12 y 8-03-04 1-00 +��J�..fGNiN�`_� t5e"/ J' y 26-00 1-00 �a aawIL fit` JOB NAME : POLYGON NW PLAN 7-B NH - Bl 110 / � Scale: 0.2048 `IIP OREGON WARNINGS: GENERAL NOTES, unlessotherwse noted J' OREGON Truss: B 1 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameter:shown ands for an individual �/ .lt t 2_h\� � and Wamings before construction commences. building component Applicability of design parameters end proper 7/ 1 4 V 2.2x4 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building des finer. A�� ! �p., 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at (1/1. Fi R I Ll- is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 18'o.c.such a ptt unless braced throughout their length by '''"""(((tt.�, DATE: 12/10/2015 the overall structure Is the responsibilityt the build designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). oIng g 3.2x impact bridging or lateral bracing required where shown 4 0 SEQ.: 1<158 9 6 6 8 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. • and are for"dry condition"of use. EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if December 10,2015 Ill ''VQ7 fabrication,handling,shipment and installation of components. necessary.um 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ino./COmpalrus 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 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/CPI=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-247) 1594 10- 3=( 0) 228 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-1886) 361 10-11=(-249) 1591 3-11=1 -378) 107 WEBS: 2x4 KDDF STAND 3- 4=(-1479) 359 11-12=(-171) 1308 4-11=1 -85) 76 LOADING 4- 5=(-1343) 362 12-13=1-436) 2628 4-12=1 -183) 151 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- 8=(-616) 2784 5-12=( -207) 953 BC LATERAL SUPPORT <- 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2946) 590 12- 6=(-1726) 395 TOTAL LOAD = 42.0 PSF 7- 8=(-3145) 715 6-13=) -191) 1928 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=1 -104) 165 LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.170" @ 17'- 8.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed - 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed - 0.133" 13-00 13-00 T f f MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 1' 1' 1' 1' 1' T 1' 12 12 6.00 / M-4x6 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4,0" 5 ,(� Wind: 140 mph, h-22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, II (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, 4 End vertical(s) areexposed to wind, M-3X6 Truss designed for wind loads ''' in the plane of the truss only. M-3x9 IIIIIIIII 3 I� M-1.5x3 13 M M-5x6 6 -M-4x4 }o 2 0 '; -1 0 M-3x10 _ 9 d. o to II - o 11M-3x4 M-1.5x3 M-5x10 to - 3.00 3.00 = 12 12 ) ) ) 5-01 4-10 3-01 4-08-12 8-03-04 c1 GG !1 1-00 9-11 y 7-09-12 )' 8-03-04 1-00 ��1_ `G,pN fi�`s .. 26-00 W 89200PE - JOB NAME : POLYGON NW PLAN 7-B NH - B2 Scale: 0.2048 -,;.FIW . 'r ' �'y. WARNINGS:uGENERALdesign NOTES, unless onhhe parameise ters � OREGON tV., 1.Builder end erection contractor should be advised of all General Notes i.This design Is based Doty upon the parameters Mown and le for an IndNidual N Truss: B2and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web brining must be installed where shown+. Incorporation of component la the responsibility of the building designer. f '" }/ A „0\ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the by and bottom chords to be laterally braced at O Y} L Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3. continuous moa Mb`s arming such as aciplyng red uirsha where s armor arywan(Bc). � Ly • pe truss osthtereiponsngryofthewhereshown++ rl SEQ. : K1589669 A.Nobadshould belapplied bany component until y after all greater than 4.Design lenufWssIstee responsibility be Inaothe speGos contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b be used In°non-carosiva 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 end assume°no responsibility for the 6.Design assumes full bearing at all supporta shown.shim or wedge H EXPIRES: 12/31/2015 2/31/201 5 y. fabrication,handling,shipment and installation of components. nece7. ana ss G..7 G W J Pates hall be adequate draiface is provided. December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces N truss,and placed so their center TPI/WTCA In BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.8.7(tL)-E 10.For basic connector plate design values see ESR-1311,ESR-I988(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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-270) 1528 3- 8=(-383) 258 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9= (- ) WEBS: 2x4 KDDF STAND (-124) 1001 8- 9= 128 638 3 4=(-1590) 399 9- 6=(-298) 1528 4- 9=(-128) 638 LOADING 4- 5=(-1590) 399 9- 5=(-383) 258 TC LATERAL SUPPORT 1= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 396 BC LATERAL SUPPORT <= 12"0C. 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 BAG 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. 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 = -0.063" @ 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 BORIZ. TL DEFL = 0.043" @ 25'- 6.5" 13-00 13-00 6-09-04 6-02-12 6-02-12 6-09-09 Design conforms to main windforce-resisting T T T T T system and components and cladding criteria. 12 M-9x6 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 1.----- Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.0" load duration factor=1.6, 4 .,s-,fr End verticalis) are exposed to wind, iiii loads uu inthe plane ofthe truss uss ded for wonly. M-1.5x3 M-1.5x3 3 nt o n o 41 B g to M-3x9 14-3x4 M-3x9 M-3x9 5 0 0 M-3x5(5) y y y y 8-10-03 8-03-11 8-10-03 b 10-00 y 16-00 y \C��C w\ p C�`...,.6 1-00 26-00 1-00 w� \`e � 89200PE S- JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2048 -^mode 111 ore ....... WARNINGS: GENERAL NOTES, unless otherwise thheramete: � OREGON 44, Truss: B 3 1.Builder and erection contractor should be ativlaed of all General Notes 1.This design Is based only upon the parameters p n shown end is for an Individual w and Warnings before contraction commences. building component.Applicability of design parameters and proper w W L 2.2u4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,/O '44' 14, 2,0\ �t,�w 3.Additional temporary bracing to Insure stability during construction 2.Desitin assumes the top end bottom chords to be laterally braced at VV "'�w is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by DATE: 12/10/2015 Me overall structure is the responsibility of the building designer. 2 Impact ashgingior eaelateresaxege requiredsheatwhere shown rdrywell(BC). �� I.No load should be applied to an 3.2z Impact bridging or the rs bracing he +♦ f,. SEQ. : K 15 8 9 6 7 0 PW y component until after all bracing and 4.Installation of truss Is the are onsibllity o/the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. and are for'dry condition'.of use. 5.CompuTnus has no control over end assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge H EXPIRES: / / 0 fabrication,handling.shipment end installation of components. necessary. 8.This design is furnished subject to the limitations set forth by 8.Design shall bescaed on drainage face is truss,and 10,2015 8.Plates snail be located on both faces of trues,end placed so their center TPIN✓ICA in SCSI,copies of which will be furnished upon request lines coincide WO joint center lines. 5.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTNs Software 7.8.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1883(MITek) I 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 N1&BTR; LOAD DURATION INCREASE - 1.15 I- 2=( 0) 50 2- 8=1-257) 1288 8- 3-) 0) 227 2x6 KDDF 81&BTR T2 SPACED 29.0" 0.0. 2- 3=(-1539) 383 8- 9=(-259) 1285 3- 9=1-448) 138 BC: 2x4 KDDF B1&BTR 3- 4=1-1080) 364 9-10=1-293) 1265 9- 4-( -94) 564 WEBS: 2x4 ROOF STAND LOADING 4- 5=) 0) 0 10- 7-(-293) 1268 9- 6-(-437) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1063) 337 7-11=( 0) 4 6-10=( 0) 153 TC LATERAL SUPPORT <= 12"00. U019. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-)-1495) 390 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -189/ 1056V -97/ 102H 5.50" 1.69 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 KDDF ( 625) 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at n -structural 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members loon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" Unbalanced live loads have been MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed= 0.133" considered for this design. MAX LL DEFL = -0.041" @ 11'- 0.0" Allowed= 1.054" MAX TL CREEP DEFL= -0.084" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.020" @ 25'- 8.8" MAX BORIZ. TL DEFL = 0.033" @ 25'- 8.8" Design conforms to main windforce-resisting 13-00 14-00 system and components and cladding criteria. 5-11 5-01 2-00 3-01 10-11 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-M-4x4+ load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 6.00 M-9x6 Q 6.00 Truss designed for wind loads 4 in the plane of the truss only. 9004 + 1 M-3x4 a.l M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 ?'2 + f 3 + m o '~ M-3x4+ m o 4. 1 `! 71-t: '( Q r!12 8 90.25" 10 I II o M-3x4 M-1.5x3 M-1.5x3 t M-5x6(S) M-3x4 ; y y y y c3� �\GINS 6' 5-09-04 5-02-12 5-02-12 9-09-04 y �e›. '... C20,> y 1-00 26-00 ‘C1 89200PE 'S'.. dor JOB NAME : POLYGON NW PLAN 7-B NH - B4 ,..�1 ��• Scale: 0.2298 .V a' WARNINGS: GENERAL NOTES, unless otherwise noted. I OREGON /�„V 1.Solider 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 4776 1 ' 2t1'��` 1'` Truss: B4 and Wamings before construction commences. building component.Applicability of design parameters and proper VV,,,,,y-Tr 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �wF4 RI 0- 410-Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'on.respectively unless braced throughout their length by l; continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: 1(158 9 6 7 1 4.No load should be applied to any component until after all bracing and 4.installation of truss la the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than S Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. - and are tor'dry condition. e. EXPIRES: 12/31/2015 S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing,inti el el all supporta shown.Shim a wedge g December 10,2015 fabrication,handling,shipment and installallen of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by e.Plates shall be Iecarted on both faces of truss,and placed so their center TPI W TCA in BCBI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,Inc./CempuTrus Software 7.6.7)1L)-E 10.For bask connector plate design values sea EBR-1311,ESR-1955(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 29 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 ROOF #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: 190 mph, 1=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 = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pq) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall SON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 12 6.00 HM-4x4 12 3 Q 6.00 M 2 ,...411111111111111111111111111111 IIIIIIIIIIIII Trol vp 0 M-3x5(S) 17o M-3x4 M-3x4 J‘ y 10-00 12-00 [t y 1-00 y 22-00 T � \ C''' ' l.. ss/ `x' 89200PE ter' JOB NAME : POLYGON NW PLAN 7-B NH - Cl ''11" Scale: 0.3558 -,=aM WARNINGS. GENERAL NOTES, unless otherwise noted. ( '• Truss: C 1 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an indNidual -�� 47 OREGON. ./a. and Warnings before construction commences. building component Applicability of design parameters and proper J 1� ,., 2.204 compression web bracing must be installed where shown v. Incorporation of component Is the responsibility of the building designer. w(1 t"x l 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chards to be laterally braced at ` 14 s V is the responsibility of the erector.Additional permanent bracing of T continuous at 10'o.c.respectively unless braced throughout ihetr length by �N ('1 12/10/2015 the overall structure is Be responsibility of the building designer. 2s Impacts rnging or such l bs acing re airedsheathere s sasn a drywau(Bc). l .:n 1:111-\-- DATE: G7 1.No load should be applied to any 7.2s Impact bridging or lateral bracing required where shown+x C./ SEQ. : K 15 8 9 6 7 2 pP y component until after all bracing and 4.Installation of trues is the responsibility of the renpecte contractor. fasteners are complete end at no time should any loads greeter 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.CompuTnr°has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge t EXPIRES: 12/31/2015 fabrication.handling,shipment end installation of components. 88ry.u 6.This design is famished subject to the limitations set fud5 by5.MatesDesigshotasslocs oed on drainage Is o to s,andd. 10,2015 8.Plates be located on both faces of truss,antl placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MITek USA,IncJCom uTrus Software 7.8.7 7 L-E 9.Digits indicate size of plate in inches. p ( ) 10.For basic connector plate design values see ESR-1311,ESR.1 566(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=1-311) 220 TC LATERAL SUPPORT <= 12"01. 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- 7-1 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. I 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 T T T 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting '1' '1 Q T T system and components and cladding criteria. 12 12 6.00 V 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 ,e--,' End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 7." M-1"5x3 M-1.5x3 3 M / cm O a l k 1 �' m _ � r 1 0 2 - 8 9 R6 7 o r. I M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 I 0 b y y b 7-06-03 6-11-11 7-06-03 b 10-00 b 12-00 b 4, , �p PR j� LV 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2433 � / WARNINGS: GENERAL NOTES, unless otherwise noted: WO OREGONAs 1.Builder end erection contractor should be advised of all General Notes 1.This design la band only upon the parameters shown and R for an Individual 1)_ Truss: C2 and Warnings before construction commences. building component.Applicability of designparameters and �•. \fJr A, g proper 2.2x4 compression web bradng must be Installed where shown e. 'Incorporation of component le the responsibility of the building designer. ".6� +9 n 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 14 L Is the responsibility of the erector.Additional permanent bracing of 2'es.and et 10'o.c.respectively unless bolted throughout theirIengM by DATE: 12/10/2015 me overall structure Is the responsibility r me buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywalyeC). /11 -Rf-1 1 1-\ spona ty o g 3.2x Impact bridging or lateral bracing where shaven+4 �'7 SEQ.: Ki5 8 9 6 7 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fastenersdesign to are complete and at no time annum any loads greater man 5.Design assumes trusses are to be used in a noncorrosive environment TRANS I D: LINK des gn 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 E.Design assumes full bearing al all supporta shown.Shim or wedge n EXPIRES:necessary. 12/31/2015 fabrication,handling,shipment and installation of components. 7.Designnassumes adequate drainage Is provided. December 10,2015 8.This design is furnished subject to me limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIANICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. u7rus Software 7.8.7 1 L-E 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./Com V ( ) 10.For basic connector plate design values seem 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 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 ROOF #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=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 PIP 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. 11-00 11-00 T T 1' 12 IIM-4x4 12 6.00 2 Q 6.00 3 oM 00 2 4 M - 1 ' M-3KS) o M-3x4 M-3x4 • l Y 10-00 12-00 y y c__t.D R 06E., 1-00 22 00 NC," �C�yG� n C�Q .. `‹' :9200PE 5- JOB NAME : POLYGON NW PLAN 7—B NH — C3 � Scale: 0.3558 /'y. WARNINGS: GENERAL NOTES, unless otherwise noted: S OREGON Ix • Truss: C 3 1. uilder and erecdon contractor should be advised o/all General Notes I.This design is based only upon the parameters shown and Is for an Individual k,� and Warnings before construction commences. building component Applicability of design parameters end proper �,. '.,« Incorporation 2 2x4 compression web bracing must be installed where shown v. Incorporation of component is the responsibility of the bite ding designer. y, �+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al /O 7(}.' • is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o r.respectively unless braced throughout their length by /;,ate' • DATE: 12/10/2015 the overall structure is the responsibility continuous ridging or suchlb plywood aired mere s and/or tlrywall(BC). "a'( [� t�� of al building designer. 3.co Imped bridging or lateral bracing rd she required where shown r♦ ('7 { SEQ. : El5 8 9 6 7 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respedlve contactor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D"- LINK design loads be applied to any component. and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the b.Design sesames full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 2/31/2015 fabrication,handling, ssary. fabrication, shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 1 0,201 5 5.This design Is furnished subject to the/Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In ECSI.copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Icfe elca ofplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7 1L-E 1 For basic connector piste design values see ESR-1311,ESR-1988(MITek) i This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9= 1 8- 4= 111(- ) 492 WEBS: 2x4 KDDF STAND (- 03) 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <- 12"01. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD - 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -I'- 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 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting '1 f 1' 1 1 system and components and cladding criteria. 12 12 6.00 '''M-9x6Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 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, 11 - Truss designed for wind loads in the plane of the truss only. M-1"5x3M-1.5x3 3 rl o m o 4' 1 2S 8 9 o M-3x9 M-3x9 M-3x5(S) M-3x4 M-3x4 6 0 0 b i, 1, b 7-06-03 6-11-11 7-06-03 I PRQF b b 10-00 12-00 s . ct ` tp 1-00 22-00 1-00 �� 9 ?s `. 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - C4 ��+)►' Scale: 0.2433 .-",...- WARNINGS: GENERAL design NOTES, unless o thhee e: ' " , OREGON �,�`. Truss: C 4 1.Builder and erection contractor should be aces. of all General Notes 1.This design 1pon based only upon the parameters shown and is for an individual w and Warnings before construction commences. building component.Applicability of design parameters and proper4,84" u 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component b the responsibility al the building designer. .Q t.. �t1� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al !' 1 A s V Is the responsibility of the erector.Addltlonel permanent bracing of 2'o.c.and at 70'o.c,respectivelypunless braced throughout their length by I Y DATE: 12/10/2015 continuous sheathing such as plywood ng(TC)and/or drywell(BC). +l 13 1.0` the overall structure Is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown++ W' SEQ.: El 5 8 9 6 7 5 4.No load should be applied to any component until after ell bracing and 4.Installation of buss is the responsibility of the respect/e contractor. fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. end are for"dry condition"of use. 5.Com uTrus has no control over and assumes no res s.Desitin assumes run bearing at all supports snows.shim o wedge 8 EXPIRES: 12/31/2015 p pansibility for the necessary. l,, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 0,2015 e.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,end placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTlva Software 1 LE 7.8.7 - 9.Digits Indicate she of plate in Inches. P ( ) 70.For basic connector plate design values see ESR-7377,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-4=(-99) 81 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON, DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 42.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) ST 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1H0 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" T T MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL - -0.000" @ 3'- 8.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-I9.8ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, 2 3 -' Truss designed for wind loads in the plane of the truss only. II II m PROVIDE SUPPORT i 0 t ti ti 1 iii / I1 M o -/ 5 1x4 o M-3x8 M-1.5x3 )' b 3-00 J, 4-00 c.�c -. ANG P E-k9 sip `t' 89200PE ter" JOB NAME : POLYGON NW PLAN 7-B NH - D1 /,/,,,- Scale: 0.6153 '• #0, : _1 . WARNINGS: GENERAL design NOTES, unless o the ae ramste proper ' ' OREGON A � ' Truss: D 1 Builder and erection construct should be advised of all General Notes This g co Is rent.onlypl upon the parameters sa shewn and Is roper IntlNldual 4- Y kr and Warnings before construction commences building component Applicability of design parameters and w 2.204 compression web bracing must be Installed where shown 4. incorporation of component Is the responsibility of the building designer. .!1(;" �h` 3.Additional temporary bracing to Insure stability during construction 1.Design assumes the lop and bottom chords to be laterally braced at Q T t A I VV � b the responsibility of the erector.Additional permanent bracing of 2'ec.and at 18'ec,respectively unless braced throughout their length by /'i' DATE: 12/10/2015 continuous sheathing such as plywood sheathing(TC)and/ordrywall(5L:�1). RI -, the overall structure Is the responslb111ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown+4 C. SEQ. : K 15 8 9 6 7 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete end al no time should any loads greeter than 5.Design assumes trusses aro non- corrosive be used in a nonorrosive environment, - TRANS I D: LINK design loads be applied to any component. and are for"dry condition•of use. 6.Deaign assumes full bearing at all supports shown.Shim or wedge H 5.CompuTrus has no control over and assumes no responsibility for the EXPIRES: 12/31/2015 nce fabrication,handling,shipment end Installation of components. nary. T.Design assumes be located drainage ls otruss,a ded December 10,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall bceted on both laces of truss,end placed so their center TPI/TCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.8.7(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cg=1.00 TC: 2x4 ROOF #1&3TR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=(0) 0 BC: 2x4 KDDF' #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD= 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 9'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 ROOF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PIE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11011' 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= 0.274" 12 MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" 4.00 D MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 2 -7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N End verticals) are exposed to wind, Truss designed for wind loads i in the plane of the truss only. r ot 0 0 4�<: 3---- M-3x8 b > 3-00 y y ° P R DFEs \ 'PROVIDE FULL BEARING;Jts:4,3,2 /r,,,, `C�," "+. 89200PE 1 JOB NAME : POLYGON NW PLAN 7-B NH - D2 4"'�''" �,�,.. Scale: 0.8962 ..r0� OREGON YY. WARNINGS: GENERAL NOTES, unless otherwise noted: r A.OREGON tr."•. Truss: D2 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� 7'44' /47 t 2. `' end Warnings before construction commences. building component.Applicability of design parameters end proper "7/ 14 V .4 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. © i , R¢ 3.Additional temporary bracing to Insure stability during canatrucfion 2.Design assumes the top and bottom cholla to be laterally braced at /1? i�� is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout thele length by """---�" DATE: 12/10/2015 the overall structure le the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)andfor drywell(BC). 3.20 Impact bridging or lateral bredng required where shown++ SEQ. : Ki5 8 9 6 7 7 4.No bad should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the reapective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, and ere for condition'.of use. 12/31/2015 TRANS I D: LINK design loads be applied to any component. 5.CompuTrushas nocontrol over and assumesnoresponsibllity tor the a oecelsea�umesfull beedngalall suppodsshown.Shim orwedge d December 10,2015 fabrication,handling,shipment and installation of components. ry. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.7(1L)-E 1a.For basic connector plate design values sea ESR-f311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 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"00. DON: LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSI' load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PIE 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. 12 4.00 lu 3 —/ � I 2 W./� //////////////////////////7///////////// 4 M-3x4 y y b 1-00 8-02 IN 89200PE JOB NAME : POLYGON NW PLAN 7—B NH — El Scale: 0.6366 a APP/0410, WARNINyy. 1,Builder GENERAL NOTES, unless othhe ise OREGON 1`K, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an IndNldual ww�� Truss: El and Warnings before construction commences building component Applicability of design parameters and proper M 2.204 compression web bracing must be installed where shown 0. Incorporation of component Is the responsibility of the building designer. <O "9).4. 14, 2.0 � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l�.. I ri 8{ DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.20 impact bridging or lateral bracing required where shown++ (1 11+v SEQ. : El5 8 9 6 7 8 4.No load should be applied to any component until after all bracing and 4.installation o/truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D"• LINK design loads be applied to any component. and are o'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge S EXPIRES:I ptyflES: 2/3 /2015 nece fabrication,handling,shipment and'installation of components. wary. Gh(� shot7.Design eadequateoboth feces Is prodded. December 10,2015 6.This design is furnished subject to the limitations eat forth by 8.Plates shell be located on both faces of truss,and placed so their center TRIM/7CA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. uTNs Software 7.6.7(11.)-E 9.Dlgits indicate sloe of plate In inches. MiTak USA,Inc./Com P10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x4 ROOF #1&BTR 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 HOR2 BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -68/ 479V -33/ 97H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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- -0.294" @ 4'- -1.7" Allowed = 0.484" MAX TC PANEL TL DEFL= -0.393" @ 4'- 1.7" Allowed = 0.727" 7-10-04 0-03-12 ,1' ,r j' MAX HORIZ. LL DEFL = 0.001" @ 7'- 10.3" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 4.00 M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 -/ Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWIRS(Dir), A load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. / o I 0 o rn Le) rn o 1/2 ** 5 1 O M-3x4 M-1.5x3 k b / 7-10-04 0-03-12 1 .1 b 1-00 8-02 oFe ��ca�� GP E. R �/0 2 :9200P �1r JOB NAME : POLYGON NW PLAN 7-B NH - E2 igtScale: 0.5366 • � j� /y. W1. ildeS: O.thhis design le unless pen he otherwise noted: -pi_ % OREGON 14,/ Truss: 1.Builder and erection contractor should be advised of all General Notes 1.this Is based only upon the parameters shown and is for an IndMduela,- TruSs: E 2 and Warnings before construction commences. building component.Applicabillty of design parameters and properA V' 2.284 compression web bracing must be Installed where shown 5. Incorporation of component le the responsibility of the building designer. < '"4}I 2-6\ p` �4. 3.AddklenaI tem bracing to Insure stability during 2.Design assumes the top and bottom chords to be laterally braced at L • temporary g ty g consiruchan 2'o.c.and at 18'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). [��'} DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown.t. (l 1 S+� SEQ.: Ki 5 8 9 6 7 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners ere complete end el no time should any loads greater than 5.Design assumes Pusses are M be used in a noncorrosis environment. TRANS ID: LINK design loads be applied to any component. end are for`dry condition.of use. 5.CompuTrua has no control over end assumes no responsibility for the 6.DaIgBassumes full bearing at all supporta sheen.Shim or wedge H EXPIRES: 12/31/2015 ry fabrication,handling• ,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. Dece tuber 1 0,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. indicate sizeof plate In inches. . MiTek USA,Inc./Com uTrus Software 7.6.7(1L)-E O Far basic connector plata nstrpleat design values see ESR-1311,ESR-1988(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-69) 49 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) • LL = 25 PIF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) as 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. 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- 0.038" @ 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 . ' 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 indforce-resisting system and componentsand 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, Truss designed for wind loads in the plane of the truss only. 1.0 u1 I 0 0 1 N 1 2 5 o M-3x4 M-1.5x3 y b b 4-11-04 0-03-12 1 Y b 1-00 5-03 <(...- D PRD/ �c7N. .t\ E 9 i0„� ,__<4.., . 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - E3 4,"j/� Scale: 0.5895 w►` WARNINGS: GENERAL NOTES, unyuponthe ae ramete' 17 4#OREGON i:--- 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndN dual ( t„f k,,. 44, Truss: E3 and Warnings before construction commences building component Applicability of design parameters and proper Vs 2.2x4 compression web bracing must be Installed where shown 5. incorporation of component la the responsibility of the bull0ing tlealgner. /ys, Al}r' 1 !1 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop end bottom chords to be laterally braced at �J4 t 4 r(" Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by ''' ..ti `- DATE: 12/10/2015 the overall structure Is the responsibility 2x Impact ridging or such as acing replywood airedshealwhere s awn 5 erywau(ecy 't^�R L „ ty of the building designer. 3.A Impact bridging or lateral bracing required where shown++ �l SEQ. : K158 9 6 8 0 4.No bed should be applied to any component until after all bracing and 4.Installation of truss le the responsibility of the respective contractor. fasteners are complete and al no time should any loads greeter than 5.Design assumes busses are to be used in a noncorrosive environment. TRANS ID' LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 naceeaery.esign sa0m55 full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling•shipment andatbn of components. T.Design assumes adequate drainage Is provided. December 1 0,2015 8.This design is furnished subject to thea limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their renter TPIAVTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. e.Digits Indicate sine of plate In inches. MiTek USA,Inc./Compalnus Software 7.6.7(1 L)-E no.For basic connecter 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 5'- 3.0" 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&HTR 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"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=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 Refer or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 12 4.00 I� 0 N laill Lr,,,, 2 ul f 4 M-3x4 b b y 1-00 5-03 (1.0PRQF, s `r >v... 89200PE cr` JOB NAME : POLYGON NW PLAN 7—B NH — E4 .r . Scale: 0.7524 �.� A WARNINGS: GENERAL NOTES, unless otherwise noted: F/ ,.OREGON`�"O•` 1 A. 7.Builder end erection contractor should be advised of all General Notes 7.This design is based only upon the parameters shown end is for en Individual �© ,meg ! �'\ Truss: E 4 and Wamings before construction commences. building component Applicability of design parameters and proper r 2.204 compression web bracing must be installed where shown•. Incorporation of component Is the reapone - 14ibllity of the building designer. /. . 3.Addaonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom cholla to be laterally braced at "` R F410-: Is the responsibility of the erector.Additional permanent bracing of 2'pc.and at f c.c.respectively unless braced throughout their length by continuous sheathing thing such asplywood ng(TC)endfor drywall(BC). DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+5 . SEQ. : K 15 8 9 6 81 4.No bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses am to be used In a noncorrosive environment, s9 �] { TRANS I D: LINK design bads be applied to any component. end are beume ondilbn'of use. EXPIRES: GI 7 /20 1 5 3.CompuTms has no control over and assumes no responsibility for the 5.Design assumes fad bearing at ell supports shown.Shim or wedge d December 10,2015 fabrication,handling,shipment end installation of components. snary.um d. S.This designIs furnished subject to the limitations set forthT.Designesassumes ha adequate bdoth iss truss,an by B.Plates shall be inhaled center faces of truss,and placed so their center TPIIWTCA In BC31,coplae of which will be furnished upon realest Digitsgit coincideindicate ntwith MintIofpate inrae. 8. b isic con sizectof patee inches.values ' MiTek USA,Inc./CompuTru6 Software 7.6.7(1 L)-E 10.For basic connector plate design values sea ESR-7311,ESR-1888(MITek) Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MitDimensions are in ft-in-sixteenths. willbi, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I Alillrgiff ILlilliiitell pbracing should be considered. I -Airz3. Never exceed the design loading shown and never 0 Ostack materials on inadequately braced trusses. C7-8 C6-7 C5-6 O 4. Provide copies of this truss design to the building pi For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 "U from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 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. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabrcator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i6 Indicated bysymbol 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. 1 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. ■mi# reaction section indicates joint number where bearings occur. NM- 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 40 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 WI19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, r 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.01/29/2013