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Plans (58) Hte 7C-61v /24 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ��p,Et7 PROF CRS 0r1GINE,�c.� X02 89782PE 2 OREGON o'.?)T �4RY A5 PAUL Pk\ August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. 11/ , Job Truss Truss Type Qty Ply POLYGON R45124848 PL15-284_UPPER F01 FLOOR GIRDER1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB 3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS I 1-0-0 I P-5-611 1.2-0 11-(-7----1 Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 I I 1.5x3 II INV 2 5 6 7 8 9 10 11 12 13 14 15 4 e e e e _ N e/ / / N e _ 2�� 23 22 21 20 19 18 17 1.. 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= 7-0-14 17-7-1418-2-141 14-4-4 I 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— f8'0-1-8.Fdae).[19:0-1-8 Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 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/TPI2007 (Matrix) Weight 73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (lb)-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). 0 PRQp LOAD CASE(S) Standard 61,cl 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 • .aGtNS' --/ Uniform Loads(plf) �r�$�r Vert: Loads 8,lb 1-15=-80 Concentrated Loads(Ib) Vert:2=-674(F) :. -.tom► sarig VOREGON ', 4 `" 1:9 LARy 1b' ©tG i PAUL 9' EXPIRES:1 213 1/20 1 6 August 7,2015 1I ®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 M7ek connectors.This design is based only upon parameters shown,and is for an individual budding 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 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/T711 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 Circe Heights CA oseln 0 Job . Truss Truss Type Qty Ply POLYGON R45124649 P115-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj I1 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 I Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 • _\____—..,.......„,- - • •• 0 e a e r e _I e e 1 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= I 1-1-12 11-8-12 12-3-12 1 738.4 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)— [2:0-1-8.Edgej(3'0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid 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 lncr 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.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=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. 'SC-9' PR Ore �NGIN'E69 Seo 2 't 8.782PE f x` to 11 OREGON �'� Q 99k �'AULF��01 S '4t, rt �' EXPIRES; 12/31/2016 August 7,2015 6 ` ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-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 MTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Qualify Cdteda,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 rani,Nelghw r.A 95610 11 Job Truss Truss Type Qty Ply POLYGON r R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ I 2-8- fL0 I f 5-101 I 1-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 53x4= 6 7 8 e • • • a i ' 11011.11.111111111.111111.11.111111.1. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 1— _ \ _ e a s e e 14 13 12 11 10 .ca 3x4= 3x6=1.5x3 II 1.5x3 II 3x6 = 3x4= I 5-10-2 1 6-5-21 7-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [4:0-1-8 Edge] [5:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1740/0,3-4=-1740/0,4-5=-1761/0,5-6=1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<-op PROpr. 414 .(c„. GINP�� t�fO29 89782PE r- NM 7 to OREGON ©N. Q k pAU1- 0,J EXPIRES: 12/31/2016 August 7,2015 1 _ t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 8111-7473 rev.02/18/2015 BEFORE USE. » Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual bulding 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 toinsure stability during constructions the responsibillity of the MiTek - - erector.Additional permanent bracing of the overall structure is the responsibility ity of the building designer.For general guidance regarding R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quafly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 C.kmc Heights CA awfitn t Job a 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 MTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVbelKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT v91TEGtylhJmpVygBiP I 2-6-0 I 1 1-8-6 1 1 1-2-0 110-8-14 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 • e V • • N e e e• • e 07 1 13 12 11 10 .:� 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= I 7-0-14 17-7-1418-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.V)— 14:0-1-8.Edge].15•0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���t D PRQFe tv =9782PE Wir -7 OREGON �'l" ii tl a0 EXPIRES: 12/31/2016 August 7,2015 i 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mitek connectors.This design is based onty 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 - ..191 jB� t`- erector.Additional permanent bracing of the overall structure is the responsibility -' R of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Gently 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 rdnrc Hnlghtc CA A5R1ff , 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 MTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT_I9JyEJXy1 hJmpVyqBiP I 2-0-10 I I 1-2-0 1 I 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 0 e �3 ‘'1 = 'S 1 10 8 LLL 1.5x3 II 1.5x3 II 3x6 / 3x4= 3x4= 1 2-3-10 2-10-10 3-5-10 9-7-0 1 1 I I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets QC Y)— [2:0-1-8 Edge].[3.0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/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. (Ib/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. clt,Ep PROFE- tic IN 9 '1.r- F1111 ' e REGON '' 9'rPAUL 0 EXPIRES: 1213112016 August 7,2015 • • ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev-02/16/2015 BEFORE USE Design valid for use only with MTek connectors.Thu design is based only upon parameters shown,and is for an individual building component. �n Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing toinsure:stabiFfy 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 Mirel fabrication,quality control storage,delivery,erection and bracing,consult ANSI/1911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Inlormaiton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r•.an,s Weights,CIA oceln " Job i 1 Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvge-yA4hbHamUSspGpReg3G?e203vnzhM5FL3JLyygBiO I 2-6-0 I 2-1-12 I I 1-�-0 110-9-8 I 2-3-0 I I 1-2-0 I I 1-40 1 1-8-0 1 Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 c e e/ c N e e a e 1/i e e 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 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 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— [7•0-1-8.Edge].[12:0-1-8.Edge] [15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code 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. ��Q,ED PRoFes ��co ���ItNEF9 /0 "�� 89782PE r''' / aim — y 7 OREGON �, 4" 4- PAUL EXPIRES: 12/31/2016 August 7,2015 i t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with 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 B for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the . . erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding -- MiTek fabrication,quality control,storage,derrvery,erection and bracing,consult ANSI/TPI1 Quality CrIteda,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 Clint,Haight5 CA 95010 • Job Truss Truss Type Qty Ply POLYGON 1 R45124854 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 ID:DFkz9p3tCrPAG7nVberKOtyJvgB-QMe3pdbPFP_guzOgOnnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:17.6 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 e • t e- _ v 0 N ti / • 81` e 11 10 9 8 1.5x3 II 1.5x3 I I 3x6= 3x4= 3x4 = I 2-0-14 1 2-7-14 1 3-2-14 1 9'44 I 20.14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2'0-1-8.Edgel,[3:0i1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4`ED Pito/ G k tiG] F�9 sio�9 89782PE r" l / -v •REGON �� 1- Ps MIAN EXPIRES: 12/31/2016 August 7,2015 s 1 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED TER REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. —_ MI Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and'a for an individual building component. Q 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�Tek _„. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BNB fabrication,quality control,storage.delivery,erection and bracing.consul ANSI/TPI1 Qualify Cdferia,OSB-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 ru.,rc Heights CIA acorn • Job „ Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 I D:DFIcz9p3tCrPAGZnV berKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygB iM I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 11 2-3-0 I I 1-2-0 1 1 0-8-8 I Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • V- / V e/ \ e / e e ` e e e e 1 16 15 14 13 12 3x4= 3x4= 3x4 = 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 1 4-10-12 IS-5-12 16-0-121 11-8-12 12-3-121 I 16-4-4 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X Y)— t7'0-1-8.Edge].112:0-1-8.Edge] [15'0-1-8.Edgej.[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress'nor YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=-2435/0,4-5=-2435/0,5-6=-2821/0,6-7=-2821/0,7-8=-2063/0,8-9=2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=-559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=-1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 89782PE r" 97REG©N2©'' EXPIRES: 12/31/2016 August 7,2015 1 _ I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. •.r 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 individuaLweb members only.Additional temporary bracing to insure stability during construction is the resporssibillity of the - - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - IN[i ie fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSII-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 ("Hew Heights,rA ASRin j Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 I D:DFkz9p3tCrPAGZnV berKOtyJvgB-MIIgEJcfnn0EO7HADV CgiGheXZnbxA2zXyJHyHygBiL I 2-6-0 I 2-1-12 I I 1-2-0 110.9-8 I 2-3-0 I I 2-3-0 I I 1-2-0 I rc-191 Scale=1:28.2 4x4= I 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e c e _ e a \ e / - e e c N / N e a e e e e e i1°`.- 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-12 F-0-120-7-0 1 11-8-12 12-3-121 I 16-2-8 I 4-10-12 5-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.YI— p:0-1-8 Edge] [12:0-1-8.Edge].[1510-1-8.Edgej.[1600-1-8 Edge] LOADING(pst) SPACING- 1-7-3 CSI. DEFL- in (loc) I/defl lid 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 lncr 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. (lb)-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. ‘3,,Ep PRop CC' 8.782PE <' 57, OREGON 1,',' �AiRY 1$ k,Zr- -7,9,k PAUL RN`s. EXPIRES: 12/31/2016 August 7,2015 1 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 8(11-7473 rev,02/16/2015 BEFORE USE. Design valid for use only with M1ek 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.Additionaltemporarybracing to insure stability during construction is the responsibillity of the M'lek} erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - - fabrication.quality control storage,derrvery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Buffeting Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 rnn,s Hrighrc r:A 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on joint unless x,y I 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property /4 (Drawings not to scale) Damage or Personal Injury offsets are indicated. g j ry =MIN Dimensions are in ft-in-sixteenths. 11� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. MIIIIEGEMINIIMM 2. Truss bracing must be designed by aln engineer.For "1/1 6" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 31.117101E bracing should be considered. g:L. Never exceed the desi n shown and never 3.■ � iiiiiii>Ailm ! 9 loading stack materials on inadequately braced trusses. his truss sign to the ng For 4 x 2 orientation,locate O C7-8 C6-7 cs-6 4. desProigner,erection ide copies of tsupervisor,property ownerand plates 0 'iia'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. a. Unleshall s otexceee noted, tof bricati of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and • in all respects,equal to or better than that specified. �! Indicated by symbol shown and/or by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING %P.* 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but MI MN reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. ` Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. 19.Review all (front ,and pictures)beforeportionsof use.this design Reviewing picturesbackalonewords is not sufficient. DSB-89: Design Standard for Bracing. a/1e k BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, F/I ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 CI A c� m D V V 6 C • g. _ _ -C G z "Ni , co A 2 . Z it a = • 2 _ s re n g b, O � :561,x. ! r 8'-2" I 48-11/2" 6=111/2" a 2 w Eilaq• y WI , IIA v, Co m N -a54.) E2 (4) N r. Kta il .. I I sI A �ao o o � - Iniall a 02 gr - T T11 11111 ll a (8)! All -1 0 0 p Zm11 111 1m Op1.02 ,' ... , , , , , , : 1 co A Ope g T I� �► 11 , ,, ,Ii_ , 1 , , ,o z ' i d ll sills 11 I' I IIIIiiiU!Jj2 w1 I 1cat ,ILt\cr a. C i 1 N tit 51-3" 2r-71/2" 2'-1r 18'x' R'-111/7 V!� t.. 81'4" ® CONFORMS TO DESIGN CONCEPT 0 0X CONFORMS TO DESIGN CONCEPT [] CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN 1 ri CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED ❑ NON-CONFORMING-REVISE AND RESUBMIT n 0 3 0 NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING MS BEEN REVIEWED FOR GENERAL CONFORMANCE v THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERA!.CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE -•O er a FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY * DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. z war P PRKRTY OVER THIS SHOP DRAWING, By Alexia Fukui Date 11/20/14 By: Todd R. Eatoq Date: november 20. 2014 .4 111111, 1 MILBRANDT ARCHITECTS CT ENGINEERING INC 1 co y ^I 6 O 00" W ZZ y -( m 8 I X III O v Z CO 9 z a = 81'-311z 5'V' •I 27'-7112' I2'-111 18'-6' I 8'-11112' lo la n 00 to o1 < 3 A _ E4 s \ ±` a Ci 2 ,\ �i . D y$ in rn Tn I II _ _ ..r (� N/ ,' N ' W 'J 2.o. T i2§i \Ail ; //./.. / , hi 811§g10 gl E2 (4) a, s 8g41gP 1� , § cJr 3 N E loo' w yoga i .. Jo -g1 1 nr 90 •i 8'-11112' Q .4 8�-2• 48'-1112' 1 S. I r ® CONFORMS TO DESIGN CONCEPT t .11• ❑X CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH 0 ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN V REVISIONS NOTED 0 NON-CONFORMING—REVISE&RESUBMIT 0 NON-CONFORMING-REVISE AND RESUBMIT m THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 3 WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE n FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE me 0 i DRAWINGS.SPECIFICATIONS,AND APPLICABLE CODES.ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY il PRIORITY OVER THIS SHOP DRAWING. OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. By Alexia Fukui Date 11/20/14 sM I L B R A N D T ARCHITECTS By: Tadd R. Eaton Date: November 20, 2014 z CT ENGINEERING INC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5' KONG. 2: Design checked for net( paf) uplift at 24 'oc spactn I TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KODF 61&8TR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES - NOT EXCEED 19%AT TIME OF MANUFACTURE. 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 Design conforms to mein windforce-resisting + DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN CIa CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mphh=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind �oade REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall DON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. to CompuTrus gable end detail for complete specifications. 8-03-04 8-03-04 12 IIM-4x4 12 6.00Q 6.00 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 M DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN s c RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 4- os O 4 o Iw O d V 0 0 M-3x4 M-3x4 y 1-00 l 16-06-08 y 1-00 y JOB NAME: POLYGON NW PLAN 7-B NH - Al w� QIN 2 Scale: 0.4672 n WARNINGS: GENERAL NOTES,unless otherwise noted: 92 PE �{ 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an IndMdual ,,- Truss: A 1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+• Incorporation of component Is the responsibmty of the building designer. ./,,,'4tt�' r v DES. BY' BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the res2'o.c.and at 10'o.c.respectively unless braced throughout their length - ♦ Cr responsibility of the erector.Additional permanent bracing of continuous sheaths such as rywall(BC). yL . OREGON , , DATE: 9/12/2014 the overall structure is the responsibility of the buildin designer. sheathing PNing requirede sheathing(TC)where sown+ b Po h g 0 3.2x Impact or lateral bracing where shown++ SEQ. : 60590564.No load should be applied to any component until after all bracing and 4.Instatiation of truss is the responsibility of the respective contractor. loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �Q 14 ' is TRANS 'ID: 408071 design loads be armed to any component. and are for"dry condition"of use. L••• A`' 5.CompuTnre has no control over and assumes no responsibility for the S.Design assumes umes full bearing at a8 supports shown.Shim or wedge IfLf p}4 V fabrication,handling,shipment and Installation of components. 7Design e is provided. rl n S.This design Is furnished subject to the limitations set forth by 8.Platesgshall belocatedlos caateed one both faces of truss,ad placed so their center i 111111 VIII VIII VIII VIII VIII VIII IIII IIII SCSI,TPINVTCA In request. joint center lines. M7e USA,Inc./CompuTrus Software 7 6(1L)E e8Icconcoatedip.For basionrplvalues see E8R-1311,ESR-1888(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2- 0) 50 2. 8m(-378) 1540 3- 8= -328 309 SPACED 24.0' O.C. 2- 3=1.1751 477 8- 6m(-431) 1540 8- 4= -121) 934 BC: 2x4'KDDF S1ANDR 3- 4=(1.1351 268 8- 5= -326) 306 LOADING 4- 5= -135 WEBS: 2x4,KDDF STAND 1 256 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 8=(-1751 502 BC LATERAL SUPPORT <= 12'0C. UON. L 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 BAG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -125/ 809V -82/ 82H 5.50" 1.29 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5' -125/ 809V 0/ OH 5.50' 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOM1D 2 Design checked for net(-5 pall uplift at 24 'oc spacinc.l 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''0 -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'- 8.5' Allowed = 0.100• MAX TL CREEP DEFL = -0.003• @ 17'- 6.5' Allowed = 0.133' 8-03-04 T 8-03-04 T MAX HORIZ. TL DEFL = 0.0911' @ 16'- 1.0' DESIGN ASSUMES MOISTURE CONTENT DOES 4-04-11 3 10 09 T 3-10-09 T 4-04-11 T NOT EXCEED 19%AT TIME OF MANUFACTURE. 1212 Design conforms to main windforce-resisting 6.00 M-4x6 ."':16.00 system and components and cladding criteria. 4.0e Wind: 140 mph h=21.2ft, TCOL=4.2,8CDL=6.0, ASCE 7-10 4 �f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. M 1.5x3 iiimilligalllillbh M 1.5x3 co 0 B N. M-5x8 --"1111111111111111111111111111111111111111111111111111111111 0 M 3x4 M-3x4 • co 0 • 0 c �(� 0 ,r--- /- ole 1 o 0 0 ..c33.00 3.00 12 12 J' b y J' ) 1-00 8-03-04 8-03-04 1-00 t! ,l ), J' J' 16-06-08 1-00 ctktO PROPe JOB NAME: POLYGON NW PLAN 7-B NH - A2 Scale: 0.3206CI 1i/2j/"/ /�* WARNINGS: GENERAL NOTES,unless otherwise noted: 444 4r ' tPE 91 1.Builder and erection contractor should be advised of a1 General Notes 1.This design Is based only upon the parameters shown and l for an Individual 2.2x4 coI Truss: A2 and Warnings before consWction commences. building component.Applicability of design parameters and proper ession web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 'f 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at ,41 - mpo ry RY2'o.c,and at 10'o.c.respectively unless braced throughout their lenngptthh by ,..�°`•Aaai= n,•, DES. BY: BS a the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheat ing(TC)and/or dfywal(BC). DATE: 9/12/2014 the overal structure la the responsibility of the building designer. 3.2x!mind bridging or lateral bracing required where shown++ 4/OREGON 4.No load should be appled to any component until after al bracing and 4.Insta8aton of trues Is the responsibility of the respective contractor. 7 4 � 1 GON SEQ. : 605 9057 fasteners are complete and at no time should any bads greater than 5.Deaign assumee trusses aro b be used In a noncorrosive environment, design loads be applied to any camponant and aro ler"dry full be n"of use. t�. TRANS I D: 408071 5.C has no centro)over and assumes no responsibility for the 8.Ossicap wsumes ma beading at all supports shown.Shim or wedge H �` fabrication,handling,shipment and insulation of components. 7.Design assumes adequate drainage is provided. --•r'1 R 1 t.k- 8.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of tons,and placed so their center ndde 1111111111111111111 MTITPeIWTCA In BCI31.copies of whlirn all be furnished SA,Inc CompuTnte Software 7.6(1 L))-E request. 0.Forjoint center Ines. 9. rbbalines sic coonndicateecor plaof te desigte In n values see E8R-1311,ESR-1888(Mask) EXPIRE5:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 ( TC: 2x4 KDOF 816BTR LOAD DURATION INCREASE = 1.15 1- 2' 0) 50 2-10' 1 q WEBS: 2x4 KDDF STAND 3- 4' -146) 779 11.12= -682 251 4.11= •1145 169 BC: 2x4 KDDF H15BTR SPACED 24.0' O.C. 2- 3' 69 347 10.11= -255 90 3.11' ) 164 w -470) 248 LOADING 4- 5' -74) 220 12.13= -48 472 4.12= -95) 806 , TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5- 6' 85) 246 13- 8= -241 848 5.12= .361 143 BC LATERAL SUPPORT <' 12'OC. UON. DL ON BOTTOM CHORD ' 10.0 PSF 6- 7' -566) 90 12- 6' •765) 194 TOTAL LOAD ' 42.0 PSF 7. 8= -980) 274 6.13= 0 450 OVERHANGS: 12.0' 12.0' 8. 9=( 0) 50 13. 7' .346) 219 LL ' 25 PSF Ground Snow (Pg) 11.1.5x44 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C Connector 8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -61/ 213V -135/ 135H 119.00' 0.34 KDOF ( 625 C,CN,C18MC816 (or n Mprek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5'- 1.0' -72/ 109V 0/ OH 119.00• 0.17 KDDF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0' -231/ 1605V 0/ OH 119.00• 2.57 KDDF 625 26'• 0.0' -109/ 613V 0/ OH 5.50" 0.98 KDDF 625 Refer to CompuTrus standard gable end detail for complete [COND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacing.l specifications. 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' MAX TL CREEP DEFL ' -0.065' @ 17'• 8.8' Allowed ' 1.042' 13-00 13-00 MAX LL DEFL ' 0.002' @ 27'- 0.0' Allowed = 0.100" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX TL CREEP DEFL = -0.003' @ 27'• 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL ' 0.021' @ 25'• 6.5' MAX HORIZ. TL DEFL ' 0.034' @ 25'- 6.5' IIM-4x4 DESIGN ASSUMES MOISTURE CONTENT DOES M-3x5 NOT EXCEED 19h AT TIME OF MANUFACTURE. 12M-1.5x4 5 44"1'M-3x5 /-- 6.0017 M-3X5 -` M-1.5X4 12 Q 6.00 systesistinem and fcomponentsorms to iendn icladdingrcriterie. M-3x4 M-3x5 Wind: 140 mph h=22.4ft, TCDL'4.2,BCDL=6,0, ASCE 7.10 M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D{r) , load duration factor'1.6, co [ Tuss designed for wind loads 0 M-3x6 in the plane of the truss only. " 3 _M-1.5x3 M-2.5x4 or equal at non-structural diagonal inlets. Truss designed for 4x22g outlookers, 2x4 let-insp o� 41411 III 11 Va 3 til - chordof a same Insureitighte dfitaat eachstructural let�in, - r> outlookers must be cut with care and are dillihilM-5x6 M 3x4 12 o permissible at inlet board areas only. /--..-/- z 1 M-3x8 o O M-1105x3 11 c M-3x4 M-5x10 ... 3.00 3.00 - 12 12 J. J' J, J. 3' 9-11 3-01 4-08-12 8-03-04 J, J' J, J. 3, J. 1-00 9-11 7-09-12 8-03-04 1-00 1-00 26-00 1-00 �_to PR 04- JOB NAME: POLYGON NW PLAN 7-B NH - B1 �AP't4P Scale: 0.2140 `,tZI I WARNINGS: GENERAL NOTES,unties otherwise noted: tor B1 1.Builder and erection contractor should be advised of ea General Notes 1.This design is based only upon the parameters shown and Is for en Individual 7,9,� .P E r Truss: B 1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the bulling designer. 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional 2'o.c.end at 10'o.x,respectively unless braced throughout their length by ` 4/rM�I•' permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC), .+" ' ' DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 12),.044737 %.:14/ � tDREGON� c 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. 2 J SEQ. : 6059058 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment ZO A� TRANS I D• 408071 design loads be slipped to any component and are fur dry condition"of use. //� f_ • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fuN bearing at ail supports shown.Shim or wedge if V 14 fabdcatlon,handling,shipment and Installation of components. nesig na ss yprovided. R'E'F R y�\- es 6.This design is furnished subject to the Nnitatlons sat forth by B.Platesnshall be located adequate drainagels of truss,and placed so their center ,�/ n IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIch will be furnished upo Mire SAl,Inc./CompuT 8 n BCSI,copies of iSoftware 7.6.6(1L)-En 86(1L)En request. lines oe with Joint center lines. plate design values see ESR-1311,ESR-1968(Welt)9.Digin Indicate size of plate in inches. 10.For basic connector EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TO: 2x4 KDDF 411&BTA LOAD DURATION INCREASE = 1.15 1. 2= 0) 50 2-10.(-247) 1594 10- 3= 0) 228 BC: 2x4 KDDF#1&BTR SPACED 24.0' O.C. 2- 3= -1886) 361 10.11=(-249` 1591 3-11= 378 107 WEBS: 2x4 KDDF STAND 3. 4=I-1479 959 11.12=(-171) 1308 4.11= •85 76 LOADING 4. 5=(((•1343 362 12.13=(•436) 2628 4-12=( -183` 151 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=-1368 346 13- 8=(-818) 2784 5-12= 207 953 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2946 590 12- 8=(-1726) 3955 TOTAL LOAD = 42.0 PSF 7- 8= •3145 715 6-13= -191) 1428 OVERHANGS: 12.0' 12.0' 8- 9=( 0 50 13- 7=( -104) 165 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,018 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES 0'- 0.0' -1791 1206V -134/ 134H 5.50' 1.93 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 28'- 0.0' -179/ 1206V 0! OH 5.50' 1.93 KDDF 825 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONO 2• Design checked for nett-5 oaf) uplift at 24 "on sooting.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX LL DEFL = -0.170' @ 17'. 8.8' Allowed = 1.254' MAX TL CREEP DEFL = •0.335' @ 17'- 8.8' Allowed = 1.672' MAX LL DEFL = 0.002' @ 27'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = •0.003' @ 27'- 0.0' Allowed = 0.133' 13-00 13-00 MAX HORIZ. LL DEFL = 0.098' @ 25'- 6.5" 5-02-12 4-08-04 3-01 4.07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.162' @ 25'- 6.5' T f .( I I T 4' DESIGN ASSUMES MOISTURE CONTENT DOES 1212 NOT EXCEED 19's AT TIME OF MANUFACTURE. 6.00 M-4x6 'S:16.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, M-304, All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �oad duration factor=l.6 Trues designed for wind loads M-3X6 in the plane of the truss only. co . • M-3x a M 1.5x3 as n"- e CD r M-5X6 =M-4X4 co mo 2 i o . 0 1 o il M-3X10 o . M-3x4 M-1�5x3 M-5x10 8 .-3.00 3.00[=-- 12 12 y y 5-01 y 4-10 y 3-01 y 4-08-12 y 8-03-04 1' 1' 1' y /, 1' 1-009-11 7-09-12 8-03-04 1-00 1y 1' 1' 1-00 26-00 1-00 0,0 PROPe JOB NAME : POLYGON NW PLAN 7-B NH - 62 N 616' Scale: 0.2140 �e`� ` n� �f Jv-� WARNINGS: GENERAL NOTES,unless othenatsenoted: �` �G/ PE P 1.Builder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 92. and Warnings before construction commences. building component.Applicability of design parameters and proper �,,,.•� Truss: B2 2.2x4 compressionweb bracing must be Installed where shown+. Incorporation of component Is the responsibility of the billing designer. 3.Addmonal rary bracing to Insure stability during construction Design assumes the top and bosom chords lobe laterally braced ei 440110P DES. BY: BS Is the responsibility of the erector.Additional permanent bracingof c'continuous and et ea in respectivelychp woods.eatNnbracethr)and/orut dry lenpNu). /� d _ W eorhtlnuoue sheathing such as plywood sheatNnp(TC)and/or dryvnA(BC). ,a �`'('r�, DA TE: 9/12/2014 the moral structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ys� QREGON� W $E Q. : 605 9059 4.No load should be applied to any component until alter al bradng and 4.Inataaeeon of truss Is the responsibility of the respective contractor. b fasteners are complete end at no time should any beds greater then 5.Design assumes trusses are to be used in a noncomosNe environment, �, n 1�` 1 design loads be applied to any component. and are for"dry condition'of use, t%• T TRANS I D: 408071 5.C beas no control over and assumes no responslbiay for the 8 Designnrassumes NI bearing m al supports shown.Shim or wedge If n 1b a�P fabrication,handling,shipment and installation of conponenb. 7.Design assumes adequate drainage b provided. ni�R r710- 0 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center lines coindde with joint center Ines. 111111111111111111111111111111111111111 M e IPIMICA!nBCSI,copies of which will be lnc./CompuTrue Software furnished 8(1 L)En request 09..For basic connector of tcIaldesign values see ESR-1311,ESR-1988(Wok) EXPIRE5.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF C1&BTA TRUSS SPAN 26'- 0.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE 1.15 IBC 2012 MAX MEMBER FORCES 4WR/3- 8°(=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 1- 2= 0) 50 2- 8=(•270) 1528 3- 8=1.383 258 2- 3= -1813 396 98-- 9=(-124) 1001 48-- 4= -128) 638 TCLOADING 3- 4= •1590) 399 9- 8=(•288) 1528 4- 9= -128) 838 LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 5= •1590) 399 9- 5=(•383) 258 BC LATERAL SUPPORT <= 12"OC. DON. DL5- 8= •1590 396 ON BOTTOM CHORD = 10.0 PSF 8. 7= O) 50 OVERHANGS: 12.0" 12,0' TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) M,M20H8,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'• 0.0' -179/ 1206V -134/ 134H 5.50' 1.93 KDDF 625) 26'- 0.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 179/ 1206V 0/ OH 5.50' 1.93 KDDF 625) 'COND. 2: Desian checked for net(-5 psfl uplift at 24 "oc soacing.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 = -0.063" @ 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' 13-00 13-00 MAX HORIZ. TL DEFL = 0.043' @ 25'- 6.5' 6-09-04 6-02-12 6.02.12 f DESIGN ASSUMES MOISTURE CONTENT DOES 1 6-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 T12 T Design conforms to main windforce-resisting 6.00 M-4x6 �J6.00 system and components and cladding criteria. n f 4 4 durationload Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=8.0, ASCE 7.10 Jo (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dlr), ,u Trussdesignedfforoe wind loads in the plane of the truss only. cM-1.5x3 M -1.5x3 0 03 c M-3x4 M8 9 o -3x4 M-3x4 M-3x5(S) M-3x4 0 y B-10 03 y 8-03 11 y y y 8-10-03 10-00 y 16-00 y 1, y 1-00 26-00 1 i, 1.00 JOB NAME : POLYGON NW PLAN 7-B NH - 63 ��o PROFfis Scale: 0.2199 ���c.;\-�� zIJ s/4"1- WARNINGS: .. GENERAL NOTES,unless otherwise noted: T r u s S: B3 1.Builder and erection contractor should be advised of as General Notes 1.TNs design Is based onlyupon theT 0 PE c,,, and Warnings before construction commences, ab parameters meter and Is for an Individual �• 2.2x4 coIncorporation componcoment.oven is it,of sdponelign parameters and proper mel temporary web bradng Inst re installed where shown+, Incorporation of component is the responsibility to of the DES. BY: BS 3.Addltlonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced designer. ✓ 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 t ar t► DATE: :9/12/2014 the resp structure Is the res continuous sheathing such as plywood aheathinp(TC)and/or d (� /� it responsibility of the building designer. ryvnn C. �Imw•, SEQ. : 6059060 4.No load shouldt»a edtocomponent3.In lmppaaabridgingorlateralbracingreoftherespeshown+. PW anymeshould any after g bracing and 5.Design assumesion of Wer aIs es re t responsibility totheon-cooties contractor. -JCA ,�O�REG©ON A.. fasteners are complete and at no time any loads greater than 5.Design trusses ere to be used in anon-wrroelvs environment, a TRANS I D: 408 071 design bads be applied to any component and are for"dry condition"of use. /� 5.CompuTrus has no control over and assumes no responsibility for the O.Design assumes full bearing at ell supports shown.Shim or wedge if /^ 1 Q 2 N^�,. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage necessary, p v MF d e Irritations forth 8. tes shall be eir center 111111 VIII VIII 11111 11111 11111 VIII IIII IIII S TPIlk U.This design nc./furnished ppuT E Sboftwaes of which will re 7.6.furnis6(7 L)-E�upon request. t .For isbIndsic connectorI joint center In vocated on both alues I truss, ESR•1711�ESRd so letaeB(MITek) C n M`^ V II Welk USA,Inc./Com 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 This design prepared from computer input by EMIThis LUMBER-BC TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 LUMBER: SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2- B= -251 1275 B- 3= 0) 232 TC: 2x4 KDDF 11168TR; SPACED 24.0' O.C. 2. 3= -1524) 377 8. 9=`(-253 1272 3- 9= -448) 135 2x4 KDDF p1&BTR T2 3- 4= -1064) 360 9.10=5-262 1212 9. 4= -87) 535 BC: 2x4 KDDF S1ANDR LOADING 4. 5= 0) 0 10.11= -261 1213 9:10_ -391) 167 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6= -1043) 332 DL ON BOTTOM CHORD = 10.0 PSF 8.11= -14501 362 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 13. 7= -846) 181 BC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (P9) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 OPACIOR AT E'SC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ALL FLAT TOP CHORD AREAS NOT SHEATHED = REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -187/ 1048V -97/ 102H 5.50• 1.88 KDDF ( 625 21'• 8.5• -921 883V 0/ OH 53.50• 1.09 KDDF ( 625 625 OVERHANGS: 12.0• 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'• 0.0' -149/ 286V 0/ OH 53.50' 0.46 KDDF AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. „ M-1.5x4 or equal at non-structural vertical members (Lion). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ •1'• 0.0' Allowed = 0.100' Connector plate prefix designators: Refer to CompuTrus standard MAX TL CREEP DEFL= •0.003• @ -1'- 0.0' Allowed = 0.133• M,N2OHS,M18HS (or no iTek MT = riesuTrus, Inc gable end detail for complete MAX LL DEFL = -0.041' @ 11'- 0.0• Allowed = 1.054• M,g20HS,Y18H8, 16 YiTek YT series specifications. MAX TL CREEP DEFL = •0.083• @ 11'- 0.0' Allowed = 1.406' MAX HORIZ. LL DEFL = 0.020• @ 21'- 11.5' MAX HORIZ. TL DEFL = 0.034' @ 21'- 11.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 13-00 Design conforms to main windforce-resisting 13 00 T 4' system and components and cladding criteria. 4 5 01 � 2.00 4 3-01 4 9"11 ind: 140 mph h=22.4ft, TCDL=4.2,BCDL=8.0, ASCE 7.10 5-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 T ( 5 =M 4x4+ 12 load duration factor=1.6 Truss designed for wind loads e-.i 6.00 M•4x6- 0.5 -' 16.00 in the plane of the truss only. rte , M 3x4 co M-3x4 8 . . y� M-3x4 ro r M 3x4+ co 0 a r� g� 10 11 0 o M-3x4 M-185x3 0.25" M 1.5x3 M-5x8(S) J, , ; ,I, ,1, y 5-09-04 5-02-12 5-02-12 5-03-12 4-05-08 y y y y 26-00 1-00 1-00 00 PROp JOB NAME: POLYGON NW PLAN 7-B NH - B4 Scale: 0.2436 ' 8(2 ,fp<('' -7 WARNINGS: 4 �#-7 GENERAL NOTES,unless otherwise noted: - -T9•P E WARNINGS: s 1.Bulkier and before construction should be advised old General Notes 1.builldd�°mponent.°Apel rimy of design parameters and is individual Truss: B4 and Warnings before c racing u wmme ces.ailed 40101111. Incorporation of component Is the responsibility of the bulldog designer. 2.2x4 compression web bracing mus be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced• 3.Additional temporary bracing to Insure stability during construction 2'o.e,end el tO o.n.respectively unless broesd throughout their lenalh by .�O`.'�_' DES. BY: BS Is the responsibly of the erector.Additional permanent bredng of continuous sheathing such as plywood sheatNng(TC)and/or drywal C). OREGON �, A. . DATE: 9/12/2014 the overal structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / 4.Na bad should be applied to any component until alter it bracing end 4.Installation of truss is the responsibility of the respective contractor. �-y,)'` 14 �� `i. SEQ. : 6059061 fasteners are conplate and at no sme ehouk any bads groater than 5.Design assumes�ssse aro tou be used Ina non-corrosive environment and aro for"dry°onditon'of ues. deign loads s applied to any component. e.Design assumes bl beedng at el supWns shown.Shim or wedge K Ai `�� TRANS I D: 408071 5.Cameros hes no,ship war and assure*no responsibilityfor the nepes.ry. This de on,handing,eldpment and Inetdetlon of components.tforth 7.Design assumes adequate drainage is aovW,a p 8 This design is furnished subject to the Irritations set forth by e.Plates shell be located on both faces of lupe,and placed so their center 111111/1111 III 11111 1 hill 1111 IIII ichWIbfurnished upon request size MTch USA,lnc./ComeTfus re 7 8.8L)-z Ines coincide with Joint center Ines. iag% connector°f ibasicig to me q values e«ESR-1311.ESR-lees(dll'ek) EXPIRES:12/31/2015 - IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2x4 KDDF p18BTR B1 SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES - LOADING NOT EXCEED 19%AT TIME OF MANUFACTURE, TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD 42.0 PSF C,CN,CIB,CN16 (or no prefix) = CompuTrus, Inc Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M,Y20HS,M18HS,Mor = Mprek MT series LL =25 PSF Ground Snow (Pg) All Heights), Enclosed, Cat,2, Exp,B, MWFAS(Dir), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only, load duration factor=1.6 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss designed for wind loads BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON.CONCURRENTLY. Refer or equal typical at stud verticals. to CompuTrus gable end detail for 11-00 complete specifications. 12 '( 11-00 6.00 17. IIM-4x4 12 3 Q6.00 co 0 O i 8 0 ..4-.o R1 4 0 o .c-1414%44444444%44ss44s44s44 %4 c. M-3x5(S) o M-3x4 M-3x4 ), y y 12-00 y y 1-00 10-00 22-00 y y 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - Cl �,Eq PROFS Scale: 0.3691 \Cj's'G INE s's/ WARNINGS: GENERAL NOTES,unless otherwise noted: (V� v �I S O ' Truss• C 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t _9C]n q end Warnings before construction commences. building component.Applicabilityof design .7L P E 2.2x4 compression web bracing must be Installed where shown+. Incorporation of componenttheg Pay t ere and proper DES. BY: BS 3.Additional temporary bracing to insure stability during consbuclion op and is responsibility to of the building designer. 2.design assumes the top 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 DATE: 9/12/2014 the overall structure le the rospons Mpty of the building designer. continuous sheathing each as plywood required here s and/or drywall(BC)� „..e, . SEQ. : 6059062 4.No load should bea edro° component3.2x1mpa dbridgingorlateralbredngyofthewhereshown++ 0 it Pell nomeshould nbads as bracing end 4.DignaInstallation of truss lathe are responsibility inhere-respective contractor. .�I. of OREGON ON As fasteners are complete and at no time should any bade greater then 5.Design assumes trusses ere to be used In a non-corrosive environment, v ^V TRANS I D: 408071 design loads be applied to any an assn and ere for"dry condition"of use. s.CompuTrus has no control over and assumes no responsibility for the s•Dnesign assumes full bearing at an supports shown.Shim or wedge if Q id 2. '�• fThis design abrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. 61-� f1 11111111111111111111111111111111111111111 8 TPIIWTCA In CSIshed suNect to the Imitations set forth by copies of which will be furnished upon request. O.Plates cdnddeew located lulnt on Ines.of truss,and placed so their center �rl r1)��' v MITek USA,Inc./CompuTrus Software 7.6.6 1 L-E e,Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2= 0 50 2- 8=(.224 1261 3- 8= -311) 220 TC: 2x4 KDDF M16BTR SPACED 24.0' O.C. 2- 3= -1504 335 8. 9=`-103 834 8- 4= -111) 492 BC: 2x4 KDDF S1ANDR 3- 4= -1318 338 9- 6=(•253I 1261 4. 9= -111) 492 LOADING WEBS: 2x4 KDDF STAND 4- 5.1 5- 8= •131-1504335 I 8 338 9- 5e(-311) 220 � TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 7= 0 50 BC LATERAL SUPPORT < L ON BOTTOM CHORD = 10.0 PSF= 12'OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix efiignators: 0'- 0.0' -119/ 1038V -109/ 109H 5.50' 1.68 KDDF 825 M,M2OHS,M18HS (or no iTprefiM) = riesuTrus, Inc LIMITEDISTORAGE DOES 012 ANDLY CU2 T2 NOT BEINIAL 22'- 0.0' -119/ 1038V 0/ OH 5.50' 1.88 KDDF ( 625 M,M20HS,Y18HS,M/8 = MSTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP 1^^'" Desian checked for nett-5 Doff uplift at 24 -Sc sgacina I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TLCREEP MAX LL DEFL = -0.043' @ 14'- 5.8' Allowed = 1. 054' MAX TLMAXELL DEFL = 0.002' @ 23'- 0.0' Allowed a 0.100' MAX TL CREEP DEFL o -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 5-02-12 5-02 12 1' DESIGN ASSUMES MOISTURE CONTENT DOES I 1 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 5-09-04 1 '1 Design conforms to main windforce-resisting ( 12 system and components and cladding criteria. M-4x6 12 X16.00 6.00 Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 4 r (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads u� in the plane of the truss only. M-1.5x3 M-1.5x3 4.) 0 \ / In C-, 0 o y lir € o o 1 8 ® M•3x4 M 3x4 0 9 Q M-3x4 M-3x4 M-3x5(5) y y y 6-11-11 y 7-06-03 7-06-03y y 10-00 y 12-00 y 3, y y 22-00 1-00 1-00 ,-(10 PROpe e INat / JOB NAME: POLYGON NW PLAN 7-B NH - C2 Scale: 0.2566 nliz1 v�ir WARNINGS: GENERAL NOTES,unless otherwise noted: 4 'g92 SPE 1� n Is based only upon the parameters shown and Is for an Indvidual 1.BuilderWarnings nn befr canstru should be addled of all General Notes 1•buis ilding design Appllcebdity of design parameters and proper an4 ss on we bnadng must tommences. f Truss: C2 2.2x4 compression web a.dng mwl be Insfatled where shown+• Design assumes e the topopent Is the responsibility toy of the bulkingy essipner. 2.Design assumes the and bottom chords be laterally braced at ,! ,'�� 3.Additional temporary bradng to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their leby _ �•.. _ DES. BY: BS Is the responeibialy of the erector.Addmonel permanent bradng ofc and/or a c). OREGON t continuous sheathing such as plywood sheathing(TC)) ryw.tl DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown•r or. 4.No load should be applied to any component until alter all bradng end 5.4.Desi Iof nstallation the are poen responsibility of h n�mx�crosWc environmentctor. ,e,% �}� 14 2a'`�-�- SEQ. : 6059063 fasteners are complete and at no time should any bade greeter thanlied aro for"dry condition"of use. . design beds be rippled to any component 8,nDesignecess esaume$full beating ct ee supports shown.Shim or wedge If �A n,, t TRANS I D: 408071 5.cempuTnn has no control over and assumes no responsibility la the necessary., R fabrication,handing,shipment and installation of components. 7.Design assumes edepuete drainage Is buss,prodded. 8.This design Is furnished subject to the Smltationa sat forth by 8.Plates shall be located on both faces of tons,and placed ss that/center I 111 IIILIIIII 111111 11111 11111111 1111 MTiTTeek SA^In CompuTrus Software 76 6(1 L)-E request 10.Ines d�uonnecto of a design values see E8R-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc snacing,l IC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0' 0.C. DESIGN ASSUMES MOISTURE CONTENT DOES >. NOT EXCEED 19%AT TIME OF MANUFACTURE, TC LATERAL SUPPORT <= 12"OC, UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix desi nators: C,CN,C18,C 18 (or no prefix = ors: nus, Inc TOTAL LOAD = 42.0 PSF Wind: 140 mphh=15ft, TCDLo4.2,BCOL=5.0, ASCE 7-10, M,M2OHS,MlaHS,M18 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l,5 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typicalgat stud verticals. 11-00 11-00 complete specificationse end detail for T T T 12 HM-4x4 12 6.00 7 d 8,00 / 3 011 a 0 u; C.) 'Il1lll 4 0 v .ril INN CIc M-3x5(S) M-3x4 M-3x4 1- 1, 12-00 10-00 y . 1, 1-00 22-00 y y 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - C3 Scale: 0.3675 �.,5'� �� IN ice 6:.11/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ` �zll '9 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual >9G,.P E �r Truss: C3 and Warnings before construction commences, building component Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility toy of the lly rg designer. 3.Additional temporary bracing to insure stabilty during construction 2•Dealcn assumes the top and bottom chords be laterally braced et DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively en ly unless braced throughout their length by �, /, DATE: 9/12/2014 the overall structure Is the responsibility of the buildingdesigner. 2x impact ridgingsheathorng such l b cing re aired where sown dryw.g C). '_, i' le g 4.Intrtmgpaactbodgingthere)pracingityofthewherosheo++ yG 4 OREGON ��lo 4.No load should be complete ad to any component until awn all bracing and 4.Design Installation assumes of truss Is theresponsibilityarelse of the non-corrosive respective contractor. b SEQ. : 605 9064 lastenere are and at no time should any loads greater than 5.Design trusses to be used in a non-corosive environment. design loads be applied to any component and are for"dry condition"of use. / -4 TRANS I D: 408071 5.CompuTnn has no control over and assumes no responsibility for the 8.Designassumesfug bearing at all supports shown.Shim or wedge if O 14 �Q, fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage la provided. "" R R 1).t_ .. 8.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center ch will be furnished upon IIIIII VIII VIII VIII VIII VIII IIII IIII IIIIMI Tek USA,InciCompulrua n BCSI,copies of dSoftware 7.6.6(1 L)-E request 10.For basic coonnectoroplate design values see ESR-1311,ESR-11188(MiTek) lines coincie with jint center Ones. 8.Digits indicate sloe of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'• 0.0' IBC 2012MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF 0116BTR LOAD DURATION INCREASE = 1.15 1- 2=+ 01 50 2- 8e(-224) 1261 3- 8= •311) 220 BC: 2x4 KDDF M16BTR SPACED 24.0' 0.C. 2- 3= -1504 335 8- 9= •103 834 B• 4= -111)i 492 WEBS: 2x4 KDDF STAND 3. 4= -1318 338 9- 6= -253 1261 4- 9= •111 492 LOADING 4- 5= -1318 338 9. 5= -311) 220 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= •1504 335 BC LATERAL SUPPORT <= 12'0C. 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 Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -119/ 1038V -109/ 109H 5.50' 1.66 KDDF 625 M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0,0' -119/ 1038V 0/ OH 5.50' 1,66 KDDF ( 625 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP (GONG 2 Design checked for net(•5 pati uolift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'. 0,0" Allowed = 0.133' MAX LL DEFL = -0.043' @ 14'- 5.8' Allowed = 1.054' MAX TL CREEP DEFL = -0.088' @ 14'- 5.8' Allowed = 1.406' MAX LL DEFL = 0.002' @ 23'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ, LL DEFL = 0.018' @ 21'- 6.5' MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5' 11-00 11-00 DESIGN ASSUMES MOISTURE CONTENT DOES T NOT EXCEED 1916 AT TIME OF MANUFACTURE. 5-09.04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.0017 M-4x6 Q 6.00 Wind: 140 mph h=15ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, 4.0' load Truss Heights), Enclosed,loads Exp.B, MWFRS(Dir), 4 rtG Trussddesigneduration fforowind�loads � in the plane of the truss only. llillco M-1.5x3 M-1.5x3 0 0 IL / , m 0 0 0 g 9 c M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 C J, y y y 7-06-03 6-11-11 7-06-03 1 y y ), 12-00 10-00 ), ), b b 1-00 22-00 1-00 ,sktO PRO4„ JOB NAME : POLYGON NW PLAN 7-B NH - C4 Scale: �, o WARNINGS: GENERAL NOTES,unless otherwise noted: 92 2/P r q�' 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and is for an individual. and Warnings before construction commences. biding component.Applicability of design parameters end proper �,. Truss: C4 +- incorporation of component Is the responsibility of the building designer. 2.2x4 compressionalt web racing must be Installed where shown 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary brazing to insure stabmN during construction 2 o.c.and al 10'o.c.respectively unless braced througbui Meir lenrpgthM by 0411110." _ DES. BY: BS Is the mponelbimy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywai(BC). /,CC " DATE: 9/12/2014 the Wena structure Is the responeibilty of the building designer. 3.2x Impsd bridging or Mart bredng required where shown++ �r OREGON a to SEQ. : 60590 65 4.No load should be appled to any component until award bracing and 4.Installation of truss N the reaponsININ of the respective contractor. �j , fasteners aro complete and at no time should any bads greater than 5.Design assumes trusses motto b used In a noncorrosive envImnment, 4 9„r� ZO\ design loads be applied to any component end an ter'dry cond0ton'of use, © 1 4 TRANS I D: 408071 5.ConpuTms has no control over and assumes no responsibility for the S.Designesreeae assumes NA basing«d support shown.Shim or wedge If p ry. 4fet� + �f E. fabrication,handing,shipment and Installation of component. 7.Design assumes adequate drainage is provided. R R jL1. a.This design Is furnished subject to the Imitation set forth by a.Plates shall be leceted'on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII(III MITch U A,lna/CompuTrus Software 7.6 6(1 Ln BCSI,copies of width vAN be furnished)E request. 1Ines coindde with Joint center Ines. 0.Four basicconnector plaattetdesign values see ESR-1311,ESR-19811(Weld EXPIRES:12/31/2015 1E11 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'• 0.0' IBC 2012 MAX MEMBER FORCES 4WH/DDF/Cq=1.00 TC: 2x4 WOOF #168TR LOAD DURATION INCREASE = 1.15 BC: 2x4 ODE #1&BTR SPACED 24.0' 0.0. 1.2=(-51 4=(•99) 81 WEBS: 2x4 KDDF STAND 2.3=( •7i 9 28 1.4=(•35) 32 2. LOADING TC LATERAL SUPPORT <= 12'OC, UON. BC LATERAL SUPPORT <= 12'OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA - DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'• 0.0' -24/ 205V -18/ 43H 5.50' 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 4'- 0.0' 181 131V 0/ OH 5.50' 0.21 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series JT 1: Heel to plate corner = 5.25' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for nett-5 psfl uplift at 24 'oc soacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = "0.002' @ 0'. 0.0" Allowed = 0.100' 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX PL CREEP DEFL = •0.004' @ 2'• 0.0" Allowed = 0.159' ,� MAX TC PANEL LL DEFL = 0.004' @ 2'• 4.0' Allowed = 0.159' f MAX TC PANEL TL DEFL = -0.005' @ 2'• 5.2' Allowed = 0.239' 12 MAX HORIZ. LL DEFL = -0.000" @ 3'. 8.2' 4.00 MAX HORIZ. TL DEFL = -0.000' @ 3'• 8.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M 1.5x3 Wind: 140 mpAll h, h=19.8ft, TCDL=4,2,BCDL=6,0, ASCE 7.10 3 -, load duration'factor=1.6 Cet.2, Exp.B, MWFRS(D�r), Truss designed for wind loads li in the plane of the truss only. U, n aIIIIIII 0 �� ��i• M o ....edrm c, W 5► ►t4 -y' M-3x8 M-3x6 M-1.5x3 3-00 J, y 4-00 JOB NAME: POLYGON NW PLAN 7-B NH - D1 Scale: 0.6324 \�k(tw-t.11ryfPN/�[T'����Y�$0. WARNINGS: GENERAL NOTES,unless otherwise noted: �CCO' _ 7 I / / r 1.Builder and erection contractor should be advised of a8 General Notes 1.This design h based only upon the parameters shown and is for an individual >92.0 p E r Truss: D1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,�•' _/'• DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bosom chords to be laterally braced at Is the responsibility of the enactor.Additional permanent bracing of c coo.cntinuous sht eathing such as plywood unless throughout deliysal(BC). .�"'`•`�' '�" DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ wti (r 4.No load should be appled to any component until after a9 bracing and 4.Installation of trues is the responsibility of the respective contractor. -�G 4,0 EGO �I, SEQ. : *605 9066 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment, b‘ ^V TRANS I D: 408071 design beds 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 at al supports shown.Shim or wedge if +0 14 2.°'‘„ fabrication,handling,shipment and installation of components. necessary. p. 6.This design is furnished subject to the Imitations set forth 7.Design assumes adequate drainage Is truss,end placed so. eri p i t eir center 1IIIIII VIII VIII VIII VIII VIII VIII 1111 101 MITTPekn uSAAInInasComgpuT a es of (Software 7.8(1 L)-E request. o Digitshes inasic dic11.Plates shall awith te joint plateplainches.values1on both faces i see ESR-1311 ESRb1e99(MITeq r i EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KOOF 1/16BTR LOAD DURATION INCREASE = 1.15 1.2=(•29) 14 1-3=(0) 0 BC: 2x4 KDDF 4116BTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BOG REQUIRED ERG AREA TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0' -27/ 215V 0/ 27H 5.50' 0.32 KDDF 1 625 TOTAL LOAD = 42.0 PSF 3'• 9.2' 0/ 38V 0/ OH 5.50' 0.08 KDDF 625 Connector plate prefix designators: 4'- 0.0' -36/ 84V 0/ OH 1.50' 0.19 KDDF 625 C,CN,C18,CN18or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pp) M,M2OHS,M18HS,M16 = MiTek Mseries ICOND 2 Design checked for nett psi) uplift et 24 'oc spacing.) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004' @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = •0.003' @ 0'• 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008' @ 2'- 5.6' Allowed = 0.183' MAX TC PANEL TL DEFL = •0.010' @ 2'• 7.0' Allowed = 0.274' MAX HORIZ. LL DEFL = -0.003' @ 3'• 11.2' MAX HORIZ. TL DEFL = 0.003' @ 3'• 11.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conform to main windforce•resisting system and components and cladding criteria. Wind: 140 mph h=19.8ft, TCDL=4.2,BCDL=8.0, ASCE 7-10 411 lAll Heights), Enclosed Cat,2, Exp.B, MWFRS(Dir), oad duration factor=1.6 M-3x6 - Truss designed for wind loads in the plane of the truss only. c r� m I t I 0 o,- w 4->a< 3;><_... M-3x8 y J 3-00 y y 4-00 (PROVIDE FULL BEARING:Jts:4.3.21 ' ‘'v,ED PR OPE. JOB NAME: POLYGON NW PLAN 7-B NH - D2 Scale: 0.9224 �Z/1 #� WARNINGS: GENERAL NOTES,unless otherwise noted: •92 �:P E f 1.Builder and erection contractor should be advised of all General Notes 1. s design is based only upon the parameters shown and is for an individual � Truss: D2 and Warnings before construction commences. bulling component Applicability of design parameters and proper P/ 2.204 compression web bracing must be installed where shown*. Incorporation of component Is the respods to of the building designer. 3.Additional temporary bracing to Insure stall during construction 2•Design assumes the top end bosom chords to be roughoaterally braced at Ry 2'c.c.and at 10'o.c.respectively unless braced throughout their lenng�th by „O•� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywai(mC). DATE: 9/12/2014 the ward structure is the responsibility of the bulking designer. 3.Zs Impact bridging or lateral lending required where shown++ }� OREGON b ,�(tj 4.No toad should be eppisd to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - l SEQ. : 6059067 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses aro to be used Inc non-corrosive environment, �''',!�1' 14 Z�2t�C, design loads be applied to any component and are for"dry condition"of use. V S- TRAN S I D: 4 08071 5.CompuThn has no control over end assumes no responsibility for the 6.ne�esaassumes full beading et all supports shown.SNm or wedge If r b fabrication,handing,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. r`R n`' 6.This design le furnished subject to the Imitations set forth by S.Plates shall be located on both faces of truss,and pieced so their center upon IIIIII VIII VIII VIII VIII VIII VIII IIII IIII whichIANTCA in SCSI,copies of Software furnished request.MTe USA,Inc./CompuTrus 788L)-E For Ineswith hacocenter Ines. Ubpdesig values see ESR-1311,ESR-1958(MITeI() EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'. 2.0' TC: 2x4 KDDF CATION LOAD DURATION INCREASE1'15 'COND. 2: Design checked for net(-5 psf) uplift et 24 'oc spacing.) BC: 2x4 KDDF N1&BTRSPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT<= 12.00. UON. NOT EXCEED 19%AT TIME OF MANUFACTURE. BC LATERAL SUPPORT <= 12'0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main and cladding criteria.sisting plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components cladding + C Connector8,CN18 (or no prefix)) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,N20HS,M18HS,(or = MiTekprMT series Wind: 140 mph, h=15ft,Enclosed, ASCE 7.10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=f.6 LIMITED STORAGE DOER NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truce on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. to CompuTrus gable end detail for complete specifications. 12 3 —, 4.00 0 ._0 0 m U, o� 1 Al M-3x4 4 l y 1-00 8-02 y fiNAME: POLYGON NW PLAN 7-B NH - El i\E0 PROFF JOB '��• ! Scale: 0.6585 t/v WARNINGS: GENERAL NOTES,unless otherwise noted: tj•'l v711?„IN s�l Truss: El 1.Builder and erection contractor should be advised of al General Notes 1.Ids design Is based only upon the parameters shown and Is for an individual 4:' SPE 11 r and Warnings before construction commences• buildingcomponentApplicabilityof design 2.2x4 compressionfcomponentponsi parameters and proper l web bredng must be Instated where shown+, Incorporation of Is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to insure atadlry 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 angtqth by 409,41101r DATE: 9/12/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywau(BC). /''�mr,• 4.No bed should be led to any3.In impact brlftrundging or lateral bredng required of the where shown++ A SEQ. : 6059068 PP component nalter al 4.Designtionofes r Istrussesresponsibilityrtuse inhere-coctiveeonenvironment, ��� ,y�OREGON ��(/ de load are complete and at no time should any loads greater then 5.ender assumessIstheare to be used Ina resile roeNc -'9 a TRANS I D: 408071 design loads be applied to any component. end are for"dry condition'of use. /� 5.CompuTrus has no control over end assumes no responsibility for the 8,Design assumes lug bearing at at supporta shown.Shim or wedge If Q 4 Z �+ fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the Irritations set forth 7.Design assumes adequate drainage Is provided. - e!h n'�� d so eir center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTe SAinlnc CompuTrus Software 7 B 8(1 L)E request. U For agi�ldica8.Plates shall°Mwith ize jointf plate design)helvelocated on both faces s see ESR-1311,truss,and �ESRMt 88(MRep rl EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 8'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4KDDF N16BTR LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2.5=(-51) 67 3-5=(•255) 179 ' 1) BC: 2x4 KDDF MSPACED 24.0' O.C. 2.3=(1-105 88 18BTR 3.4= 7 3 WEBS: 2x4 KDDF STAND LOADING IC 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 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0' -68/ 479V -33/ 97H 5.50' 0.77 KDDF 625 OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 8'- 2.0' •39/ 335V 0/ OH 5.50' 0.54 KDDF ( 625 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rnun a nasion checked for nal( a oaf)splift et 24 'oc soecinp. M,M20HS,Y18HS,M/8 = YiTek MTseries REOUIREYENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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' 7-10-04 0-03-12 MAX TC PANEL TL DEFL = •0.393' @ 4'• 1.7' Allowed = 0.727' MAX HORIZ. TL DEFL = 0.001' @ 7'- 10.3' 12 a.00 DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 NOT EXCEED 194 AT TIME OF MANUFACTURE. 4 Design conforms to main windforce-resisting system and components and cladding criteria. it Wind: 140 mphh=15ft, TCDL=4.2 BCDL=8,0, ASCE 7-10, (All Heights), Enclosed, l�at.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads o in the plane of the truss only. 0 0 m to Y EI 2'►--'r M-3x4 M-1.5x3 7-10-04 0-03-12 y y y 8-02 1-00 0. PR04- s, JOB NAME: POLYGON NW PLAN 7-B NH - E2 Scale: 0.5571 s., t WARNINGS: GENERAL NOTES,unless othenWse noted: :CC' 7 92$SPE 1.Builder and erection contractor should be advised of all General Notes 1.buildinghThe design based onlyent duty of parameters agoparametersshown and i Tprorrp aneIndividual Truss: E2 and Warnings before conning rnuion commences.staMed Incorporation of component Is the responslbilty of the building designer. 2.h4 compression web bracing must be installed where shown ti 2.Design assumes the top and bottom chords to be laterally braced at10011#./, 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.a respectively unless breeed throughout their le th by /.'!w' _ DES. BY BS is the rosponelbiOty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)and/or drywal C), eco DATE: 9/12/2014 the overal structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �lJ 4.No bed should be tippled to any component until alter al bracing end 4.Installation of tuns Is the responsibility of the respective contractor. S E Q. : 6059069 fasteners are complete end et no 8mm should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, /'-� 14Za�A4 _ and are for"dry lull bearing of use. f- deslpnbads be oro con to aver end assumes 8.Design assumes fun at al supports shown.Shim or wedge if I TRANS ID: 408071 design loads ornpuTrus as nscedoverandonent norosponNbiutyforthe necouery. FFt I `' fabrication,handling,shipment snd Instalation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the Irritations set forth by a.Plates shell be located on both feces of truss,and placed so their center 1111111111111111111111111111111111111liii 11 kUc/ which furnished request linedes MTeSA,Inc./CompuTrus 7.6.6L)-E O� joint fpate In Inches, connector values see ESR-1311,ESR-1988(Web) ' EXPIRES:12/31/2015 IIIIIIIIll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2.5=(-33) 38 3.5=(-161) 127 BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. 2.3= .89 49 WEBS: 2x4 KDDF STAND 3-4= -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF i, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRO REQUIRED BAG AREA OVERHANGS: 12.0" 0,0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0' -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625 Connector plate prefix desi9gnators: LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ ON 5.50' 0.34 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MIBHS,M16 = MiTek Y series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONO. 2: Desimn checked for net( psf)�plift at 24 'oc speer l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240,Allowed80 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003' @ -1'- 0.0' = 0.133' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 4-11-04 0-03-12 MAX IC PANEL LL DEFL = 0.038' @ 2'- 10.1" Allowed = 0.279" T ' f MAX TC PANEL TL DEFL = -0.043' @ 2'- 8.1' Allowed = 0.419' 12 4.0017 MAX HORIZ. TL DEFL = 0.000' @ 4'- 11.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. 3 Wind: 140 mph h=15ft, TCDL=4,2 BCDL=6.0, ASCE 7-10, IAll He�phts), Enclosed, L�at.2, Exp.B, MWFRS(Dir), oad duration factorl,6 Truce designed for wind loads u7 in the plane of the truss only. 0 0 N N PE c� 1 � Y 0 2►' ►/5 -, M-3x4 M-1.5x3 J. y i, 4-11-04 0-03-12 l y ,1 1-00 5-03 JOB NAME: POLYGON NW PLAN 7-B NH - E3 c0 PRop Scale: 0.6126 r��Cj ����IN7fl�1L�T1O /O� WARNINGS: GENERAL NOTES,unless otherwise noted: (Jjy -!Y I4I 1l I 1.Builder and erection contractor should be advised of all General Notes 1.TNs design Is based only upon the parameters shown and is for an Individual 4t ' 0.P E �1"' Truss: E3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: BS 3.Additional t temporary braving to Insure stability during construction 2.Dealgn assumes the top and bottom chords to be laterally braced al 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: 9/12/2014 the overall structure le the responalbiAty of the buildingdesigner. continuous sheathing such as plywood vire where and/or drywallC. ,,,,, 4.No load should be a 9 3.2z Impact bridging or lateral brasng required where shown++ ) s/ applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "�L } OREGON �(/ Ct SEQ. : 605 9070 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-conceive ernlronmen, r1 TRANS I D• 408071 design loads be applied to any component. and ars for"dry condition"of use. /.0 ,r�}, 2P A..4- 1 S.CompuTrus has no control over and assumes no responsibility for the 0,Design assumes full bearing at all supports shown.Shim or wedge if 1 Q 2 A� fabrication,handling,shipment and installation of components. necessary. {1,:.`. 7.Design assumes adequate drainage is provided. Mei 1 %t 1w...V 1111111d so VIII VIII VIII VIII VIII VIII IIII IIII BM TIe SAeir center iInc./CompuTrus SCSI, Software 7.8.8ich will be (1 L)E request. It 10.DI aindicate no ca n d of Ipatlea a Ilines coincide with joint n nin haloefaces s see ESR-1311,truss,and o ESRleI gab(MITap rl b EXPIRES:12/31/2015 III This design prepared from computer input by IIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' GOND 2 Design checked for nett-5 usft uplift at 24 'oc soacinc.l TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF k168TR SPACED 24.0' O.C. NOT EXCEED 19°i AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix desi nators: TOTAL LOAD = 42.0 PSF Wind: 140 mph h=15ft, TCDL=4.2,BCDL=8.0, ASCE 7.10, C,CN,CI8,CN18 (or no prefixA) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OH8,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6 Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.0017 3 -1 0 0 0 N Lc) 12 `7 _� 0 p/` 1 ������������������������������������ A 4 M-3x4 y y y 1-00 5-03 ,t0 PROFc S JOB NAME: POLYGON NW PLAN 7-B NH - E4 Scale: 0.7737 �. ''‘71�z/f s41- WARNINGS: GENERAL NOTES,unless otherwise noted: Q /�.PE f E4 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: E4 and Warnings before construction commences. building component Appacatxtity of design parameters and proper /�'/l/ • 2.2x4 on web bradng must be instated where shown+. Incorporation of component is the responsibility of the building designer. , compression 2.Design assumes the top end bottom chords to be laterally braced at .�.""" 3.Additional temporary bracing to Insure stability during construction 2'oto.and at 10'o.e.respedWsty unless braced throughout tlheir tonptlh by „/''Ian �- DES. BY: BS a the mponeldtity of the erector.Additional pemrenen bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(SC). . DATE: 9/12/2014 the overall structure Is the responsidmy of the building designer. 3.2x Impact bridging or lateral btedng required where shown«+ 4.No load should be applied to any component until alter ati bradng and 4.Inatalleton of truss Is the responsibilityofof the respective contractor. _Z , �(/ v TRANS I D: 4 08071 SEQ. : 605 9071 fasteners ore acomplete and et no ams should any bads greater than 5•Design assumes trusses aro to be used In a non-corrosive environment,onenvironment, �`<0 43° 14 6\ ``-- design bads be applied to any component Design gra r"dry condition'gat4f 5.CompuTrus hes no control over and assumes no responsibility for the 6.nand eses assumes Na bearing all supports shown.Shim or wedge n aawry.faof use. f•1 fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is $�n`0 provided. 6.This design is furnished subject to the Imitations set forth by O.Plates shall be located on both faces of truss,and placed so their center I IIIIII 11111 11111 11111 IIII 11111 11111 IIII IIII TP/WTCA In M Tel USA,Inc/CompuTrus I,copies of wh(Software 7.8.6(1L)-En 8 8(1L) Eupom request. 0 Fjrbsicdde ectjoint Ike designvaluesvalues see ESR-1311,ESR-1986(Weld EXPIRES:12/31/2015