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Plans (157) m. ® t VI)5CLQ, /-‘-c--6. 4- � . mu MiTek MiTek USA, Inc. 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly s, 600.e.... 5 ‘:570e.,...06.-----% avid Baxter, P.E., S.E. Sr. Structural Engineer ,,�Ep PRQF?6, MiTek USA oGINEt9 i0 DB ma` :9200PE 92 kf .....10....."6. r yG 4,OREGON o„ , i0 qy 14, 2 P 12/06/2017 `11RR1Lt-0 EXPIRES: 12-31-2019 NMI INN lot MiTek� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. •\'` PROF6's c.5 �.1GINEF ✓0 ''z' 89782PE 9r 40 P'OREGON q'` 4 17/� (j'1RY A PAUL P1NI es':: ' . ,ley August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Paye 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 vAVLj56CBygBiS 1 1-0-0 1 )-51 1 1-2-0 1 F -1 Scale=1:25.0 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 II 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1 2 34 5 6 7 8 9 10 11 12 13 14 15 a e a 4Y ' ' o o23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 11 3x5= 3x5= 3x5= I 7-0-14 17-7-14 18-2-14 1 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y1-• 18:0-1-8.Edael.119:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=1671/0,4-5=-2270/0,5-6=-2270/0,6-7=2493/0,7-8=-2493/0,8-9=-2423/0,9-10=2423/0, 10-11=1991/0,11-12=1991/0,12-13=1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=226/359,14-16=904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or Other_connection devicejs)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The• - ..- , . . 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). OFFSLTRR OAD CASE(S) Standard `� ) �L� sf1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �G�� Cjl�jQpL Uniform Vert: (-6) 82PE 74(F) Vert:16-24=-8,1-15=80 4C {` Concentrated Loads(Ib) Ve m 9 OREGON ��' ',q 4RY -% .,2 Q' fi PAUL Ck\� EXPIRES: 12/31/2016 August 7,2015 f i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 11111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of thefifee1i, {tea erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality 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 citrus Hnightc-J:A gwin Job Truss Truss Type Qty Ply POLYGON PL15-264_UPPER F02 Floor R45124649 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-Xb0ZzFYuCATEPMi39xjl1 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 Scale:1/2"=1' 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 34x4= 4 e 5 6 7 8 e e ° o e o \ \\\ N e e o � e o- 0 1 13 12 11 10 y 3x4= 1.5x3 I I 1.5x3 I I 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 1 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 I Plate Offsets(X.Y)— [2:0-1-8.Edge],[3:0-1-8.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 0.55 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 Inc! YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=1502/0,4-5=1502/0,5-6=1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=382/0,2-14=1170/0,7-9=1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PRQFF-'sNtyg G4i�c ' p '8*782PE r � �OREGON N.40 EXPIRES: 12/31/2016 August 7,2015 s WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE FAGS MII-7073 rev.02/16/2015 BEFORE USE. IMEMB 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 t4 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IViFrei( fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/Mil Qualfly Crteria,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Crisis Heights CA Offi10 Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264 UPPER F03 Floor 2 1 - Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWMUc51 WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ I 2-6-0 I 1:6.101 I 1-2-0 X 1 0-8-14 1 Scale=1:22.8 1.5x3 I I 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 ii a .. o- i t:,- O O 0- e e 14 13 12 11 10 3x4= 3x6=1.5x3 II 1.5x3 II 3x6= 3x4= I 5-10-2 1 6-5-2 1 7-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y1— 14:0-1-8.Edael.f5:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (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. ti` ° �� Fs �$ tc,, ' s��.j9 89782PE { • 07)\44 ,-,..... . . -9'4/OREGON o'` Q 9 &AlRY162 �fi PAUL ‘-\ EXPIRES: 12/31/2016 August 7,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-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. NI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 11 A-Tei.' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 9Y� ( 14 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 Citmc Hnlghtc CA QSfi1n Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZBjokyffsSGMIm6rT v9ITEGtylhJmpVygBiP I 2-6-0 I I 1-8-6 1 1 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 53x4 6 7 8 e e i 1..... —'''' -00"1/11- — \ r 1.& 13 12 11 10 3x4= 3x6= 1.5x3 I I 1.5x3 I I 3x6= 3x4= I 7-0-14 170--14 I6-2-141 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.11— [4:0-1-8.Edgel.[5:0-1-8.Edgej 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.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=2110/0,5-6=1999/0,6-7=1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��ED P R ?Fes ENGINE?q diO 1. c 9782PE �f rig • • - -v OREGON r°' NI EXPIRES: 12/31/2016 August 7,2015 t , Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. 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 ill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p B'Tel(' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (Yi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hrifhtc C.A'twin Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT_I9JyEJXy1 hJmpVyqBiP I 2-0-10 I I 1-2-0 I I 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 • Ea a ® e v 0 N o- e e 1�Je/\J 10 9 8 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= 2-3-102-10.10 3510 9-7-0 2-3-10 1 0-7-0 0-7-0 I 6-1-6 I Plate Offsets(X.Y1— [2:0-1-8.Edge].[3:0-1-8.Erge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (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. <c\)% p PRQFr.� ' tG... Ac GiNESS' di�4" 89782PE 1-- -Air A' ', g S',� •REGON o'er et 4- PAUL 0 NI EXPIRES: 12/31/2016 August 7,2015 t _ t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. ' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 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 !Alibi(' �g erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 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 (iitruc Heights,(:A 45810 Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamUSspGpReg3G?e203vZYjzhM5FL3JLyygBiO I 2-6-0 I 2-1-12 11 1-2-0 1 1 Q-9-8 1 2-3-0 I I 1-1-0 I 1-40 1-6-0 Scale=1:27.8 1.5x3 I I 3x5= 1.50 II 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 /..0111e.ill WAS! _ o ! N D D D6 DD 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5 = 3x4 = 12-10-12 I 4-10-12 15-5-12 I6-0-12 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.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 0.64 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. � � p P R QFe C?,5 t• GINE 'S' tS,f09 89782PE Sir asei 9Z OREGON ,�'- 9.n U4Ry A$ Ni- t.„ fi PAUL V6'4 EXPIRES: 12/31/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown `' is for lateral support of individual web members only.Additional temporary bracing to insure stabifity during construction is the responsibiliity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mire fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/IPll 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 nimw Hnightq r.A Q5R11-1 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFPyuz0g0nnEBGYKrz?RiD6EU?ottOygBiN 1-9-14 I I 1-2-0 I I 0-8-14 I I 2-6-0 Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 ti a • e r 0 N A e e a 11 10 9 8 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = 2-0-14 I 2-7-14 13-2-14 I 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y1-- [2:0-1-8,Edae).13:0-1-8.Edae) LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 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=702/0,34=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. I. �G, ‘AG N E�� s, , 89782PE r' ,- sRECON a� -9' L'61RY 15 1-�4` PA U L C,��i EXPIRES: 12/31/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.02/1612015 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. t 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 rl RZ°� ° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding iY' 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Guiding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 (: 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 5 Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM 1 2-6-0 1 2-1-12 11 1-2-0 1 1 0-9-8 1 2-3-0 1 1 2-3-0 1 1 1-2-0 1 1 0-8-8 1 Scale=1:28.5 1.5x3 11 3x5= 1.5x3 11 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 4x4= 1.5x3 11 1 2 3 4 5 6 7 8 `9 10 0 N e e 0 o e 1.'6' 16 15 14 13 12 3x4= 3x4= 3x4 = 3x6= 1.5x3 11 4x4= 3x4= 12-10-12 1 4-10-12 15-5-12 16-0-12 1 11-8-12 I2-3-121 1 16-4-4 1 4-10-12 0-7-0 0-7-0 5-8-0 10-7-0 0-7-0 3-5-8 Plate Offsets(X.Y)— .[7:0-1-8,Edge] [12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 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 Ina* YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2435/0,34=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 3-10-4(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. A),tia PROFF'� G1 N �6, � c , *. 0 <c, ) `c 89782PE 9f ,..a.1 , •REGON o' EXPIRES: 12/31/2016 August 7,2015 $ _ f WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Pill-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mitek` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:itnrc Hnightc r.A 9hRtn Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MIlgEJcfn��0��99�� E07HADVCgiGheXZnbxA2zXyJHyHygBiL 2-6-0 I 2-1-12 1 1 1-2-0 110.9-8 1 2-3-0 11 2-3-0 I I 1-2-0 I rnn---'� Scale=1:28.2 454= 1.5x3 I I 3x5= 1.553 I I 1.553 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 i - e.-- e N e e e i 1 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.553 I I 4x4= 3x4 = 12-10-12 I 4-10-12 15-512 F-0-12 1 11-8-12 12-3121 1 16-2-8 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y1— [7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].116:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-2402/0,4-5=-2402/0,5-6=-2764/0,6-7=-2764/0,7-8=1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=314/0,4-15=0/278,8-12=636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. NGi hIE�R siflp 8.782PE c OREGON '~ 'cr �'A U L PFJ EXPIRES: 12/31/2016 August 7,2015 8 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.02/16/2015 BEFORE USE. Design void for use only with Mitek connectors.This design is based only upon parameters shown,and b for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek`erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVI I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Butding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citnw Hnightc CA 95A1n Symbols u ri System ra I Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a ( (Drawings not to scale) Damage or Personal Injury �� 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 or X-bracing,is always required. See BCSI. 1/16�� 2. Truss alengineer. 0- 4 wide bracing truss spacing,mustbe individual designed lateralby bracesn themselvesFor °) ILliliiiite may require bracing,or alternative Tor I 311111111111Ep braing should be considered. 1_� i 6 0 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. i— 4. Provide copies of this truss design to the building For 4 x 2 orientation;locate 7.8 O, designer,erection supervisor,property owner and plates 0-1n4' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each ( This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. • connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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. i, 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 h.".. 15.Connections not shown are the responsibility of others. Indicates location where bearings 1 b.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint omit number where bearings occur. �� 17.Install and load vertically unless indicated otherwise. ® l 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 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with iTe Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 mar MiTek 7777 Greenback Lane,Suite 109 Citrus Heights,CA 95010 Telephone 916-675-1900 Fax 916-676-1909 February 22, 2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: 1, Marcos Hernandez and MiTek USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, P Oh. ktc. Gi 114$ tiN4 ,:jok gZ7; • v 87022PE ()FELON , tP<4., 447 A EXPIRES: 64019 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-B NH KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1589666 thru K1589681 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PR OP' s \AGtN w ' 89200PE of OREGON wcr 14, RR1L -`' December 10,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 1111111. 1. 11 , This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 6.5" 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing./ TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. system and components cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-152 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 81-03-164 8-03-04 T T T 12 12 IIM-4x4 Q 6.00 6.00 1 1 rm m 0 r 1: 2,rillIllIllggllgllIlligll°11111°111111jdlldllig' . 14 o I I o 0 M-3x4 M-3x9 r.('J �'TR U/ y 1-00 >L 16-06-08 y 1-00 ��,�� L'�`.�ItV .�'"0 9?OOPE c'' JOB NAME : POLYGON NW PLAN —B NH — Al ►= CrScale: 0.4000 0 * WARNINGS: I GENERALNOTE6, unlessotherwisenoted: •74 OREGON /` 1.Builder end erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an individual /.��^ q 1 f)'� 44, � Truss: Al and Warnings before construction cor(Imences. building component.Appllcabllay of design parameters and proper :0 i 2.2a4 compression web bracing must b,.Installed where shown e. incorporation of component b the responsibility of the building designer. �1 �`},, - 3.Additional temporary bracing to insur s/ebilay during construction 2.Design assumes the top end bottom chorda to be laterally braced al `�' R R I` '4 v Is the responsibility of the erector.Atl�itbnel permanent bracing of 2'o.c.and et 10'o.c.resph ply unless braced throughout their length by y„"1. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/10/2015 the overall structure is the responsiblldy of the building designer. 3.2x Impact bridging or lateral bracing required where shown e th 4.No load should be applied to any comimnant until after a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 15 8 9 6 6 6 fasteners are complete and at no timd should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, EXPIRES: 12/31 I2015 design leads be applied to any component. and are/or"dry condition"of use. TRANS ID: LINK 5.Cbin tieuat dlin5 ntrol over end Assumes no responsibility mut for 6.Design assumesNllbearingatallsuppodsahown.Shimorwedgeg December 10,2015 sponsi ynecessary. febrkatkn,handling,shipment and Inelalletlon of components. 7.Design assumes adequate drainage k provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIMRCA In SCSI,copies of which villi be furnished upon request. lines coincide with joint center Ones. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CorllpuTres Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,656-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-378) 1540 3- 8=(-326) 309 BC: 2x4 KDDF #1,4BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1751) 477 B- 6=(-931) 1540 8- 9=(-121) 934 3- 9=(-1351) 268 8- 5=(-326) 306 LOADING 4- 5=(-1351) 256 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751) 502 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PIE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 809V -82/ 82H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -125/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.141" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = 0.002" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 8-03-04 8-03-04 MAX HORIZ. LL DEFL = 0.059" @ 16'- 1.0" f f f MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4 4.0" Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 INPJ. 8 M-5x8 M-3x9 M-3x4 rn O c O P of 1P 6 0 0 1 0 .a 3.00 3.00 L .- 12 12 1 1 l 1 l 1-00 y 8-03-04 8-03-04 y1-00 t�0) PROFFS' 16-06-08 .co NG�N4:5, �,0 1.5; 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - A2 IP Scale: 0.3183 /_` /� -_~• WARNINGS: GENERAL NOTES, unless otherwise noted. '1P Q Truss• A2 1.Builder and erection contractor should be advised or all General Notes 1.This desgn is based oily upon the parameters shown and is for an individual 27 ( �� w ASI and Warnings before oonslructon commence.. building component Applicability of design parameters and proper I Y, '^•r 2.254 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of building designer. '/FO .q(' 1 4 5 2.0 9. 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the top and bottom chords to be laterally braced at / V "'�"' Is the responsibility of the erector.Additional permanent bracing of 2'oo.and at 10'o.c,respects plywoodly unless braced throughout their le nglh by DATE: 12/10/2015 the overall alructure is the responsibility of the buildingdesigner. 7.Impact sheathing or such as aired here Bend/or tlrywell(BC). ry Fill-{ 3.2s Impact bridging or lateral bracing required where shown++ FI 4- SEQ.: K158 9 6 6 7 4.No toed should be applied to any component until after ell bracing and 4.Inslalletbn of truss le the responsiblby or the respeGNe contractor. fasteners ere complete and et no time should any loads greater man 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Compulrus has no mnlret ouar.nd a.umesnoresporsibitey for the B.Deuseeesumesfull bearing atall supports shown.Shimorwedge l/ EXPIRES: 1213112015 fabrication,handling,shipment and Relegation of components. ry. n 8.This design is furnished subject to the limitations set forth by 8.Designassumes adequate drainage is rsisea. December 10,2015 8.Pllatesatesshop be boatedoon both feces of truss,and placed so their canter TIR/WICA In BCSI,copies of which vAll be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E S.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-251) 92 10- 3=( -12) 169 BC: 2x4 KDDF #16BTRSPACED 24.0" O.C. 2- 3=( -69) 347 10-11=(-255) 90 3-11=( -470) 164 3- 4=(-146) 779 11-12=(-682) 251 4-11=(-1145) 248 WEBS: 2x4 KDDF STAND LOADING 4- 5=( -74) 220 12-13=( -48) 472 4-12=( -95) 806 TC LATERAL SUPPORT 6= 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 6= 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 8- 9=( 0) 50 13- 7=( -346) 219 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 1 at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA M-1.5x4 or aqua REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Vertical members (uon). I0'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 ROOF ( 625) BO4'TOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00" 0.17 KDDF ( 625) ANP 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 li GABLE END DETAIL FOR DETAILS [COND. 2: Design checked for net(-5 psf) uplift at 24 c c spacing. I NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.036" 9 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" 1' 1' 1' MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" IIM-4x4 M-1.5x4 12 4.0" Design conforms to main windforce-resisting 6.00 M�3XS .f-,(14-3x5 system and components and cladding criteria. M-3x3, _ � M-1.5x4 12 M-3X4 '., F M-3X5 Q 6.00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights)OfE::::::: Cat.2, Exp.B, MWFRS(Dir), 4 M-3x9 y� load durationfa , End vertical( ) sed to wind, bTrussdesignefloadsM-3x6 intheplane s only. i M-1.5x3 M-2.5x9 or equal at non-structural diagonal inlets. 13 Truss designed for 4x2 outlookers. 2x4 let-ins M-5x6 M-3x9 of the same size and grade as structural top °1 chord. Insurer tight fit at each end of let-in. 2 12 4I Outlookers must be cut with care and are o Y CrI � 1 IT_ M-3x8 -_ a. - ?-8 o permissible at inlet board areas only. oI M-1105x3 1M-5x10y I0 0 M-3x4 '.a 3.00 3.00 0 12 12 y ). y )' y �,ca PR 0,P6- 9-11 01 4-08-12 8-03-04 � �N� l l l l y l 1-00 9-11 7-09-12 8-03-04 1-00 �9 J. J' 1-00 89200Pu r°" 1 1-00 26-00 • • POLYGON NW PLAN 7-B NH - B1 f dm, •• JOB NAME . Scale: 0.2048 # unlessotherwlse naiad } /f_OREGON 40 41 A. IBuildsWARNINGS: O. hRAe design b, �(.s//4'",Fy)I 1 4 I 2,C) I.Builder end erection 1 ct4r should be advised at all General Notes 1.This des gn k based only upon the parameters shown and la for an Indrvldual -7 Truss: B1 end Warnings before eonstruktion commences building component Applicability of design parameters and proper S 2.2x4 compression web bred must be'Waged where shown 4 incorporation of component k the responsibility of the building designer. 1^u' 3.Additional tem bracing Insure stability during traction 2.Design assumes the top and bottom chorda to De laleralty braced al 4+R R I 1 t- temporary g o y g cons 7 o.c,and st 10'o.c,respeclNely unless braced throughout their length by �'1 L- b the responsibility of the ereblor.Addltbnsl permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 12/10/2015 the overall structure Is the rejponsibi ity of the building designer. 3.2c Impact bridging or lateral bracing required where Mown.. SE K 15 8 9 6 6 8 4.No load should be applied toany component until alter al bracing and 4.Installation of truss is the responsibility of the reepectNe contractor. yy [� / 4• fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. EXPIRES:ECJ: 1 G/31 f2 V 1.5 design loads be applied to act component, and are ssudry full bear of use.alla. TRANS ID: LINK responsibility tor 6.Dealgnassumealullbaetlndraina esahown.ahlmorwetlgell December 10,2015 5.CampuTrus has no control over and assumes no respons y awry. fabrication,handling,shipment and lasitllatbn of components. 7.Design assumes adequate drainage is prodded. 6.This design is Nmished subject to th6 limitations set forth by 8.Plates shag be bested on both faces of truss,and placed so their center TPIIWTEA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc.ICompuTfus Software 7.6.7(1 L)-E 10.For basic connector plate design vslues see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 50 2-10=(-247) 1594 10- 3=( 0) 228 BC: 2x4 KDDF #TABTR SPACED 24.0" O.C. 2- 3=(-1886) 361 10-11=(-299) 1591 3-11=( -378) 107 I. WEBS: 2x4 KDDF STAND 3- 4=(-1479) 359 11-12=(-171) 1308 4-11=( -85) 76 LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 4-12=( -163) 151 TC LATERAL SUPPORT 0= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- 8=(-616) 2784 5-12=( -207) 953 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2946) 590 12- 6=(-1726) 395 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 7- 8=(-3145) 715 6-13=( -191) 1926 8- 9=( 0) 50 13- 7=( -104) 165 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 13-00 13-00 A f 1 f MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 5-02-12 4-08-04 3-01 4-07 A 4-00-05 ` 4-04-11 MAX HORIz. TL DEFL = 0.162" @ 25'- 6.5" 12 12 6.00 M-4x6 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 Wind: 140 mph, h=22.4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, l (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=1.6, 4 End vertical(s) are exposed to wind, M-3x6 Truss designed for wind loads in the plane of the truss only. r M-3x9 3 M-1.5x3 ee 3 m M_5x6 =M-4x4 O M to 1 -6 �, 12 M-3x10 9 0 1 10 11 _.B 0 o M-3x4 M-1.5x3 M-5x10 I 0 .x3.00 3.00 t. 12 12 J' 1 1 1 J' 1 5-01 4-10 3-01 4-08-12 8-03-04 1 y y y y ,Q,'..1 P R aceS, 1-00 9-11 7-09-12 8-03-04 1-00 ,'Cos (.SIN ` /b 26-00 . 4r 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - B2 Scale: 0.2098 • Il* WARNINGS: GENERAL NOTES, unless otherwise soled: 110 M Truss: B 2 1.Builder and erection contractor should be advised stall General Notes 1.This design Is based ony upon the parameters shown end Is for en Individual OR `ON ^I.'4• end Warnings before construction commences. building component.Applicability of design parameters end proper fe� L'W 2.254 compression web bracing must be Instated where shown+. Incorporation of component la the responsibility of the building designer. "'fir 11`r ytN ``1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be lateraly braced at _7 7 f�1 lA.. �"fT+• la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout(heir length by I V DATE: 12/10/2015 the overall structure is the responsibility of the building designer. continuous sheathing or Hera i b plywood meed where g(TC)own tlrywall(BC). � �� S4, 4.No load shoultl be a Iktl to an ponen g e 3.2s Impact bridging or lateral brecing required re:peshown++ E K 15 8 9 6 6 9 pp y"om t until after all brach and 4.Installation of buss is the responsibility of the respectNe contractor. fasteners are complete and al no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition.cruse. 5.CompuTrus has no control over and assumes no responsibility for the 6.0 necen assumes Tull bearing el ell supports shown.Shim or wedge II EXPO v 12/31/2015� � fabrication,handling,shipment and installation of components. 8°ryLL B.This design Is furnished subject to the limiationsset forth by 8.Design assumes be lctedon drainage is trusis,an ded. December 10,2015 8.Plates shop be located on both feces of truss,end placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. MRek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,6512-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-270) 1528 3- 8=(-383) 258 SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9=(-124) 1001 8- 4=(-128) 638 WE: 2x4 KDDF ST8NDR 3- 4=(-1590) 399 9- 6=(-298) 1528 4- 9=(-128) 63B WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1590) 399 9- 5=(-383) 258 TC LATERAL SUPPORT <= 12"OC. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1613) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" � '..� MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" 13-00 '., 13-00 T I f 6-09-04 Design conforms to main windforce-resisting 6-09-04 6-02-12 6-02-12 f f system and components and cladding criteria. f 1f 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 (All Heights), 6.00 Q 6.00 load duration factorsidb Cat.2, Exp.e, MWFRS(Drr), 4.0" End vertical(s) are exposed to wind, 4 ,/-,( Truss designed for wind loads ain the plane of the truss only. M-1.5x3 ,M-1.5x3 3 mn -41111111111Alk I +`6 7o O 0 MF II 1 M-3x4 M-3x4 M-3x4 M-3x4 to 0 M-3x5(S) I y ,6 .6 .6 8-10-03 8-03-11 8-10-03 b y l ,a0PR p,ce �[•.. V 10-00 16-00 \1 , gyp y l , 1-00 26-00 1-00 89200PE t--- JOB "JOB NAME : POLYGON NW PLAN 7 B NH B3iorire Scale: 0.2098 WWARNINGS: i GENERAL NOTES, unless otherwise noted, # OREGON e�" A. v 1 Builder end erection t Ib should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an ndNldual Cn '\ Truss: B3 and Warnings before construction commences. building component Applicability of design parameters and proper 4.. ' �� (ma. 2.204 compression web bracing must be Installed where shown.. incorporation of component s the responsibility of the budding tleslgner. -7/ V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bosom chards to be roughlo braced at - 2 by Is the responsibility f the erector.Additional t bracing of c'o.c.and at 10'hin.rsuch ply wood s braced throughout theyir length). L'.'t RIO- DATE: I�` aprons N o permeien g continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). !.',R 1r DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown.. SE K 15 8 9 6 7 0 4.140 load should be applied to any component until after all bracing end 4.Installation of(rues is the responsibly of the respedhe contractor. Q• fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and ere for"dry condition'of ux. EXPIRES: Iqyj 3�j )) }(�a-1 TRANS ID• LINK 6.Design assumes Nil bearing at M supports shown.Shim or wedge if 1G/7112E l 8.CompuTrus has no control over end'.aswmes no responsibility for the ..-,. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 8.This design h furnished subject to the limitations sat forth by 8.Plates shell be located on both faces of truss,and placed x their center TP6WTCA In SCSI,copies of which will be furnished upon request. 9.linescoincide oincide ttn joint center lines. plate In(lines MITek USA,Ino./CornpuTrus Software 7.6.7(IL)-E 10.For basic connector plate design values see ESR41311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDP/Cq=1.00 TC: 2x9 KDDF 1116BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-257) 1288 8- 3=) 0) 227 2x6 KDDF #1613TR T2 SPACED 24.0" O.C. 2- 3=(-1539) 383 8- 9=(-259) 1285 3- 9=(-448) 138 BC: 2x9 KDDF #16BTR WEBS: 2x9 KDDF STAND 3- 9=(-1080) 364 9-10=(-293) 1265 9- 9=( -94) 564 LOADING 4- 5=( 0) 0 10- 7=(-293) 1268 9- 6=(-437) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POP 4- 6=(-1063) 337 7-11-) 0) 4 6-10-) 0) 153 TC LATERAL SUPPORT 0= 12"OC. YON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-1495) 390 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -189/ 1056V -97/ 102H 5.50" 1.69 LODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 KDDF ( 625) 25'- 8.8" 0/ 5217 0/ OH 0.00" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 or equal at non-structural ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Unbalanced live loads have been MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" considered for this design. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.091" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.084" @ 11'- 0.0" Allowed = 1.906" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL = 0.033" @ 25'- 8.8" Design conforms to main windforce-resisting 13-00 14-00 system and components and cladding criteria. 5-11 5-01 2-00 3-01 10-11 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f f f ,r (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 12 5 =M-4314+-M-4x4+ load duration factor=1.6, 6.00 M-4x6 ti 12 End vertical(s) are exposed to wind, 4 - 6.00 Truss designed for wind lo:1V. s in the plane of the truss . + M-3x4 M-2.5x9 or equal at ural diagonal inlets. 11111 ' M-3x4 3 2'2 6 + + r1 o M-3x9+ m a, 1 $ = p C.:, o 2 8 9 10 ?.a M o M-3x4 M-1.5x3 0.25" M-1.5x3 11 oI M-5 (g) y M-3x4 0 .o PRD eS 5-09-09 5-02-12 5-02-12 9-09-04 NLY .41: 1 o0 26 0o y 89200f E F� JOB NAME : POLYGON NW PLAN 7-B NH - B4 ! ! r ,,, Scale: 0.2298 1.II /'��-p r/� {�� tr WARNINGS: GENERAL NOTES, unless otherwise noted: 74 �f- OREGON k,' '' Truss• B4 Builder and erection contractor should be advised of all General Notes This design Is based Dory upon the parameters mown and is for en Individual * Fa�4 \ and Warnings before construction commences building component.Applicability of design parameters and proper /0 17 1 4 2.2x4 compression web bracing must be installed where shown a. Incorporation of component is the responsibility or the building designer. 4'../ ��}} I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at (11 R 1 t..V" is the responsibility of the erector.Additional permanent bracing of 2'o.c,end at 70'the.reach.,plywood unless braced Throughout their length by •'-II DATE: 12/10/2015 the overall structure Is the responsibility of the building designer, 2aantinuous sheathing such es plywood uheathing(TC)andlor drywell(BC). 4.No load should beapplied to 4.le Impact bridging isor lateral bracing required the whpe shownco t a SEQ. : K15 8 9 671any component until eller all bracing end 4.Installation of truss b the responsibility of the respective contractor. yy['3 [[��c {jI}/� fasteners are complete and et no lime should any hada greater than 5.Design assumes or"dry condition.. nditi s are to be used In a noncorrosive environment. EXPIRES:L S: 1 2/3 17 G V 1 5 TRANS ID: LINK fdesign asteners be applied teeny component. and are trussesere tob Design 5.CompuTrus has no control over and assumes no responslbiley for the B nnecessaaasumes full bearing at all supports shown.Shim or wedge If I.� fabrication,handling,shipment end installation of components. --,assumes December 10,2015 B.This design Is furnished subject to the limitations set forth by 7.Design swum.adequate drainage is provided. B.Plates shall be located on both faces of truss,end placed so their center TPUWICA In SCSI,copies of which 1NIl be furnished upon request. lines coincide wtlh joint center(Inc. MiTek USA,Inc./CompuTrua Software 7.6.7(1 L)-E B.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1371,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss–BC LUMBER SPECIFICATIONS TRUSS SPAN 22'– 0.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce–resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. UON. LOADING L25.0)+DL(( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. DON. I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), � DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. i IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ECUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall DON. OTTOM CHORD CHECKED FOR DSPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. D BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 1_-00 11-00 f 4 12 12 IIM-4x4 12 6.00 6.00 3 0 4 in M 2IhilliiiiiiiI O IgI d' coit 0 1 0 O M-3x5(5) 14-3x404-3x4 lJ• p/� 10-00 12-00 s O 'ROA 1-00 22-00 � -011* "( ...... : op 89200PE 9r•, JOB NAME : POLYGON NW PLAN 7—B NH — ClScale: 0.3558 -vow., 1 WARNINGS: GENERAL NOTES, unless otherwise noted'. 74.- � OREGON �1)t 1 Builder and a ctl onbactot h beadvised of all General Noted 1.This design is based sHy upon the parameters shown end is Mr en Indrvldual lJ ll t_(i() v TCUSS: Cl and warnings b 1 construction w menses building component Applicability of design parameters and proper �•S✓ t?;r �f �Yt ' 2.2v4 compression web bleat moat installed where shown+. incorporation of component Is the redponslbllNy of the building designer. _7/ V }' 3.Additional temporary bracing to Insu lability during construction 2.Design assumes the top and bottom chorda to be throughout braced at ry of the erector.A Girona)permanent bract f 2'continuous and et f 0'hino.crespectively aNeN anode braced throughout r dryeir length by t.a,� �� es IS Me responsibility ng o continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). ( �•.�' DATE: 12/10/2015 the overall structure is the reepunsib ml of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SE K 15 8 9 6 7 2 4.No load should be applied to any co penent until ager all bracing end 4.Installation of trues is the responsibility of the respective contractor. 4•: fasteners are complete and et no ti should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, design loads be applied to any roe, nent. and are for"dry condition"of use. p TRANS ID• LINK B.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 S.CompuTrus has no control over and esumea no responelbllNy or the necessary. 6111" I'l L fabrication,handling,shipment and I stellation of components. 7.Design assumes adequate drainage is provided. December 10,2015 B.This design Is furnished subtest to tele limitations set forth by B.Plates shaN be located on both feces of truss,end placed so their center TPI/'ARCA In BCSI,copies of which WIN be furnished upon request. lines coincide with Joint centerlines. B.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(Mitch) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-1509) 335 8- 9=(-103) 834 8- 9=(-111) 992 3- 9=(-1318) 338 9- 6=(-253) 1261 4- 9=(-I11) 992 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"012. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 50 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.906" 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 HORIE. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windfvrce-resisting T T T Q f system and components and cladding criteria. 12 12 6.00 M-4x6 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 'f-v( End vertical(s) are exposed to wind, 111Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 M O r1 ,,, 1 e ml 2 a B - 6 o M-3x9 M-3x9 M-3x5(5) M-3x4 M-3x4 I l y y 1 7-06-03 6-11-11 7-06-03 k 10-00 1 12-00 l .,�`� 0 PROP 22- 0 l 1-00 ' �G�y01NE /ii, c, 1-00 ;.4c�a 0 ? E -57_,. JOB NAME : POLYGON NW PLAN 7-B NH - C2 e e Scale: 0.2933 j WARNINGS: GENERAL NOTES, unless otherwise noted' le y'� Cr Truss: C2 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� a..:y1 f`/"s t'1N ^- '41,/ r a�w and Weminge before construction commences. building component.Applicability of design parameters and proper 4JflCl.:iV s^ LV 2.2a4 compression web bracing must be Installed where shown e. incorporation of component Is the responsibility of the bulklltg designer. `l 0 • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bogom chortle to be laterally braced at � 7 '`A 1 ,e.�I Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respactNety unless braced throughout their length by "-h (']„ 12/10/2015 the overall structure is the responsibility of the building designer. continuous sheathing bridging or such lateral b acing re at where sand/or tlrywell(BC). `'/*.. 10- DATE: rM' 3.2s Impact bdtlging or the bracing required where shown♦e /`i' SEQ.: K 15 8 9 6 7 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the respenslbltty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tmsses are to be used in a non-corrosive environment, TRANS ID: LINK design mads be applied to any component. and are for"dry cnndllmn"cruse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Nllbeeringetall supponeshown.Shim orwedge lf EXPIRES: 12/31/2015 fabrication,handling,shipment end installation of components. ry 6.This design Is furnished subject to the limitations set forth by 7.Design assumes °°8d0e na drainage is truss,andd. 10,2015 S.Plates shell be located on both faces of truss,antl pkcetl so their center TPWVTCA in BCSI,copies of which will be furnished upon request, lines coincide wth joint center lines. MITek USA,Inc./Com uTrus Software 7.6.7 1 L-E O.Digits indicate size of plate in inches. p ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KCDF #15BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. Design conforms to main windforce—resisting BC: 2x9 KDDF #16BTR system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL,,( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, ILL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL RFJi2UIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall CON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. Alp BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 T q '1 12 ((M-4x4 12 6.00 [-Z. .. 1 6.00 3 9 M M 2 OQ t Q 0i O illillill111111111111O o ', M-3x5(S) O M M-3x4 -3x4 y 10-00 12-00 : t) ••R 0 F 1-00 ! 22-00 \CO NA GI'_'^=,TM,[y `S', ;)0.. .. cc 9200P r` JOB NAME : POLYGON NW PLAN. 7-B NH - C3 Scale: 0.3558 . re WARNINGS: I GENERAL NOTES, unless otherwise noted: .� /"k Y'-f{-1"a t-'t R.l Jv ' 1.Builder and erects contrast shout be advised of all General Notes 1.This design h based only upon the parameters shown and Is for an Individual OOREGO V t.- L44 Truss: C3 and Warnings be/ore constru on co menses. building component Appliceb ley of design parameters end proper ' y� 5/r r\ 2.2x4 compression web braclrnj must installed where shown.. Incorporation of component k the responsibility of the building designer. +j/. '7 .{ } U� "i" 3.Additional temporary bracing(o Incur stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <,rA ! � ... Is the responsibility of the erector.Ad itpnal permanent bracing of 2'o.c.and at 10'o.c.rsush as unless braced throughout their length by { continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Com;Fi�. ,V.\-- DATE: yDATE: 12/10/2015 the overall structure is the reeponeibi ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown•x 4.No load should be applied to any co panent until eller all bracing and 4.Installation of buss Is the responsibility of the respective contractor. SEQ. : K15 8 9 67 4 fasteners are complete and at no lim should any loads greater then S.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any com hent, and an?Ssumesondigaringn"of use. S.CompuTrus hes no control over and assumes no responsibility for the S.Design lull bearing et ant supports shone,shim s,wedge it EXPIRES: 12/31/2015 ryu fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 S.This design is fumhhed subject to the limitations eel forth by B.Plates shall be located on both feces of truss,and placed so their center TPIIWPCA In 5151,copies of which fill be furnished upon request. e.lie,,indicate wkshe nlet platnteterilines. DigitMiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 1o.For bask connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1504) 335 B- 9=(-103) 839 8- 9=(-111) 492 WEBS: 2x4 BIDE STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 • LOADING 9- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"0C. ION. 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 HORN BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 103BV 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 19'- 5.8" Allowed = 1.059" MAX TL CREEP DEFL = -0.088" @ 19'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T 4' 1' 4' 4' system and components and cladding criteria. 12 12 6.00 M-4x6 12 6 00 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 xf"'( End vextical(s) are exposed to wind, Ai AM Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 All1111111111111\" M o M o Cr 1 2.14. 5 e 9 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 l I o y y l J' 7-06-03 6-11-11 7-06-03 +-- y 10-00 y 12-00 y „�'�,� Pfd p*r ... l y y y ,:•cjtyG 1 N�fiR / 1-00 22-00 1-00 l% 177 `z' 89200P E c' JOB NAME : POLYGON NW PLAN 7-B NH - C4 �4 ,/'!s1,! Scale: 0.2933 ----'- WAI.Builder G. hGENERAL NOTES, unless otherwise eparnoted: OREGON ` Truss: C4 Wenn sbefonr rnnUectorshould commences. building of all General Notes Thisomdesign p neat.oppyupon y theparametersand is for an individual and Warnings before construction commences, component.Applicability of design parameters meters sits proper 2.2x4 compression web bracing must be instalktl where shown 0. incorporation of component Is the respon& Vblltly of the building designer. <^ 1.. 14 r -1- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Al la the responsibility of the erector.Additional permanent bracing of T o.c.and at ler o.c.respectively unless braced throughout their length by t`3. DATE: 12/10/2015 the overall atruciure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 7o p�R I 1 1 j/ 3.2x Impact bridging or lateral bracing required where shown++ `+•(�( 1 i,+l^' SEQ. : El5 8 9 6 7 5 4.No load should be applied to any component until alter all bracing and 4.Installation of trues la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be sed In a noncorrosive environment, TRANS I D: LINK design made be applied to any component. and are for"dry condition- use. u . 5.d elg rus has no control over and assumes no responsibility for the 8.Design assumes lull beating at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 shipment components. necessary. fabrication,handling, X�+ ehl tarts installation of com 7.Design assumes adequate drainage Is provided. December 10,2015 5.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of Which 0411 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sloe of plate In Inches. MITek USA,Inc./CotnpuTfss Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1317,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS I TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-4=(-99) 81 Sc: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"00. UON. LB( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. i DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 POE 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002" @ 0'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 4.0" Allowed = 0.159" A 3-00 MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" ' MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 4.00 '.. Design conforms to main windforce-resisting 11 system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i.. load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, 3 Truss designed for wind loads 2 in the plane of the truss only. II II N PROVIDE SUPPORT 1 0 1 1 , M i 5}‹. O M-3x8 M44-1.5x3 l l 3100 I y y I 4-00 .,,,(,...,;-6tO PRp s 4t- 89200PE r-- JOB NAME : POLYGON NW PLAN 7-B NH - D1 .., Scale: 0.6153 41.,ema WARNINGS: GENERAL NOTES, unless Otherwise noted '_"'._ OREGON 1. y� rv�y y&' J,� 7 Builder and erection contractor sh Idlbadvised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Inmvidual )7 lJ 1"l l:a V i L sem, [+/ Truss: D1 and Warnings before construction M . balding component Applicability of design parameters and proper �} a� o. 2 254 compression web bracing must be installed where shown 0. incorporation of component Is the responslblltly of the building designer. ,,. '7 Y. /A s ) 3.Additional temporary bracing to debility during construction 2.Design assumes the top and bottom chortle to be laterally braced at (,) L. �Qw1}} Is the responsibility of the erector.Addlibnal permanent bracing of 2 o.c.and at f 0 o c respectNply unless braced throughout their length by 0- DATE: 12/10/2015 the overall structure is the res onslbi et the baldingtleal continuous sheathing such as plywood sheathing(TC)entllor tlrywal#BC). `r"1 U'I I L.. p ly designer. 3.22 Impact bridging or lateral bracing required where shown++ ('1 SEQ.: (<1589676 4.No bad should be applied to any combonent until eller al brewing and 4.Installation of truss is the responsibility of the respeclNe contractor. fasteners are complete and at no limelabeuld any bads greater than 5.Design assumes trusses are to be used Ina nonanrrosive environment, TRANS ID: LINK design loads be applied to any campohem. end erefssumesfr"dry mm�on^mnaa. 5.CompuTmshas nocontrol over and aasumesnore ibilit for the 6.DeCele�saumeaNllbeeringetallaapportashown.Shims,nedgeIt EXPIRES: 12/31/2015 responsibility ry,, fabrication,handling,shipment and lnllallation of components. 7.Design assumes adequate drainage is pmvlded. December 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed as their center TPIWRCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sloe of plate In Inches. MiTek USA,Ino./CornpuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2,9 KDDF #1&RTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" 0.0. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"00. TON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. TON. DL ON BOTTOM CHORD = 10.0 POP 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 9'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. ' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.279" 12 MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" 4.00 MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 7. 2 -f Design conforms to main windforce-resisting system and components and cladding criteria. lr Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads I in the plane of the truss only. t` 0 I m O O 9 3----� M-3x6 / y 3-00 1 •1 PI (j os 9-00 ,�C, 04(2iirVZZ: ,'/c x 'PROVIDE FULL BEARING;Jts:9,3,2 ' 1.7: (� /'�/y[� 1iy cs.. 89 00 E r JOB NAME : POLYGON NW PLAN 7-B NH - D2 �,.. 1. y'�., Scale: 0.8962 OREGON /.'i.. WARNINGS: GENERAL NOTES, unless otharwlae noted: /� ��jjjl...11l��aae^-"R EGONA '�✓ Truss: D2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and m for an indlvldual ��,0 �(' r ay {� and Warnings before bracing commences. building component Applicability of design parameters and proper 7 VV '�'+ A 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the reaponsibdity of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et , fiRILV' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.rsuch a ply unless braced throughout their length by DATE: 12/10/2015 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown x x SEQ.: K l 5 8 9 6 7 7 4.No load should be applied to any component until after an bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes busses are to be used Ina noncorrosive environment, gbn'ofuse. EXPIRES: 12/31/2015 TRANS ID: LINK design loads be applied to any component. and are for"dry cond 5.CompuTmshes nocontrol over end assumes noresponsibility brthe 8.neessaryeumeaNllbearingelellsupportashown.Shlmorwadgell December 10,2015 febrbation,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. 8.Plates shall be located on both faces of truss,and placed an their center TPIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com u7rus Software 7.6.7 -E 9.Digits indicate size of plate In inches. 1 L V ( � 10.For basic connector plate design values we ES 5-1311,ES12-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 ROOF #1&BTR i ILOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. �i LOADING BC LATERAL SUPPORT <= 12"OC. UON. III ';LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11 TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL :REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. ',BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. (AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.0e ,G,'" 3 —, 0 I 0 0 M 2 N ro //////////////////////////////////////////////////////////////// -/ 0 4 M-3x4 l l , 1-00 '', 8-02 t.0 PRO/tee, rr 89200PE r JOB NAME : POLYGON NW PLAN 7-B NH - E1 ::` iri Scale: 0.6366 WARNINGS: GENERAL NOTES, unless otherwise noted: ;� r-} �/'� /v,Ct 1 Builder and erect) l toh hou be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an indlitlual 'T�7 R V f.. `'s+/ Truss: El and warnings before clru4 bn co mences building component.Applicability of design parameters and proper ' sy V 2.204 compression web bracing'srH leteXed where shown 4, Incorporation of components the responsibility of the building designer. 'D 'TY 141 2S 'j' 3.Additional temporary bracing b Incur Mobility during construction 2.Design assumes the top end bottom chords to be literally braced at V i 0.Qs, la the responsibility of the erector,Ad(lienal permanent bracing of T o.c.end at 10'o.c.respectively unless braced throughout their length by /AX/J_ 1 the a resp structure Is the res onaibl of bumble t bsl continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "'6'R R'�\,,. DATE: 12/10/2015 p g designer. 3.2a Impact bridging or lateral bracing required where shown++ r 1 SEQ. : K1589678 4.No bed should beapplledtoany co ponenluntil after all bracing and 4.Installation of truss Is the responsibility ofthe respective contractor. fasteners are complete and al no Ilan should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, and are TRANS ID• LINK design bads be applled toarty oom nest. DesignbrayoMIbeaigatof a. 5.CompuTrus has no control over and swmea no responsibility for the 8 nDecesae assumes NII bearing el eX supports shown.Shim or wedge if EXPIRES: 1 2/31 /h 1/201 5 ry, L!!�\ff !ill l_tJ G/47 (GV fabrication,handling,shipment and 1 lierhelon of components. 7.Design assumes adequate drainage Is provided. December 1 O,2015 8.This design is furnished subject to th limitations set forth by 8.Plates shah be located on both faces of teres,and placed so their center TPWJlCA in SCSI,copies of whkh will be furnished upon request. lines coincide with joint center lines. B.Diggs Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Sot)were 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-105) 88 WEBS: 2x4 KDDF STAND 3-9=( -7) 3 LOADING TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -68/ 479\7 -33/ 97H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) B'- 2.0" -39/ 335V 0/ OH 5.50" 0.59 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 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 TC PANEL LL DEFL = -0.299" @ 9'- 1.7" Allowed = 0.989" MAX TC PANEL TL DEFL = -0.393" @ 9'- 1.7" Allowed = 0.727" 7-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 12 4.00 Design conforms to main windforce-resisting M-1.5x3 9 system and componentsand cladding criteria. 3 -/ Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ]I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. fi ti rl 1 rEMIMMIMMEMMOMMEMIMMEMMINIIIIMMIMMIllgrid 2 5 M-3x4 M-1.5x3 y 7-10-04 0-03-12 1 y y 1-00 8-02 \°'� C1 PR p 04G1N � �p :9200P' JOB NAME : POLYGON NW PLAN 7-B NH - E2 '� Scale: 0.5366 ` j� WARNINGS: GENERAL NOTES, unless otherwise noted: TrussE 2 1.Builder and erection contractor should be advised of all General Notes This design le based only upon the parameters shown and Is for an Individual OREGONa and Warnings before construction commences. building component.Applicabilly of design parameters antl proper �, �' �^s )1 A. 2.254 compression web bracing must be Installed where shown Incorporation of component k the responsibility of the building designer. +' �.+� f�V� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be'stately braced at ! 1,[�t (r { la the responsibility of the erector.Additional permanent bracing of 2'o.and at 10'o.c.rospectivehy unless braced throughout their length by DATE: 12/10/2015 the overall structure lathe responsibility ofthe building designer. 3continuous sheathing such as plywood sheething(TC)and/or drywall(BC). F R �j .24 Impact bridging or lateral bracing required where shown++ v SEQ. : El 5 8 9 6 7 9 4.No load should be applied to any component until ager all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete end al no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, designloads be applied to anyand are for dry condition'of use. TRANS I D: LINK 5.Com T ua has nowMrol raassumes no re 8.Design assumes lull bearing Cl Cl supports shown.Shim or wedge if EXPIRES: 12/31/2015 puresponsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 B.This design Is famished subject to the Ilmllelfons set forth by 8.Plates shall be located on both feces of buss,and placed so their center TPIANICA in BCSI,copies of which 0111 be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate see of plate In inches. MiTek USA,Ino./CoonpnTros Software 7.6.7(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 1$15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x9 KDDF #155TR SPACED 24.0" O.C. 2-3=(-69) 49 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TO LATERAL SUPPORT <= 12"01. UON. 'i IL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) i LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.39 KDDF ( 625) •-* For hanger specs. - See approved plans IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 10.1" Allowed = 0.279" 4-11-04 0-03-12 MAX TC PANEL TL DEFL = -0.043" @ 2'- 8.1" Allowed = 0.419" i 4' 4' MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.2" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, End vertical(s) are exposed to wind, LE Truss designed for wind loads • in the plane of the truss only. to 1 0 0 I N N ,_, , , ____ , „,,,„- . , 1 _.„ I ,,,* 6 o M-3x4 M-1.5x3 y J, l 4-11-04 0-03-12 * l ,L 1-00 5-03 Pry/y h 89200PE JOB NAME : POLYGON NW PLAN 7BNH - E 3 Scale: 0.5895 111111.* ,4 0 e;e (�"` 1.Builder GENERAL NOTES, unlessunthepenneta ; 0R EC C)N 441 Truss: t Bu bar end erection h b advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual 17 1"1 L'A !4 1 41 Truss: E3 and Warnings before construction . building component.Applicability of design parameters and proper y} 2.2s4 compression web bracing est installed where shown 5. Incorporation of component W the responsibility of the building designer. ./e '7 1" O V 3.Additional tem bracingt0 insure ability during construction 2.Design assumes the top and bottom chords to be throuWeralghout braced et 41 y temporary y g°ons 2'o.c.and at 10 o.c.respectively unless braced throughout their length by is the responsibility of the erec(or.Add one!permanent bracing of continuous sheathing such as plywood eheathlng(TC)and/or drywall(BC). +RSSI 14. ,,, II DATE: 12/10/2015 the overall structure is the responsibll ol the building designer. 3.2s Impact bridging or lateral bracing required where shown++ U SEQ.: K 15 8 9 6 8 0 4.No bad should be applied to any com onent until alter alt bracing end 4.InslalAtion of buss is the responsibility of the respective contractor. fasteners are complete and at no time hook any bads greeter than 5.Design assumes busses are to be used in a noncorrosive environment, design bads be applied to any compo enl. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and a um responsibility for the B.Design assumesbllbearingetellsupponashown.Shimorwedge11 EXPIRES: 12/31/2015 necefabrication,handling,shipment and Insialhllon of components. =eery. 7.Design adequateonoth Page is provided. December 10,2015 8.This design Is furnished subject to the limitations set rorih by 8.Plates shall be located on both faces of trues,and placed so their center TPIANICA In SCSI,copies of which wit be furnished upon request. lines coincide wtth joint center lines. D.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTnos Software 7.6.7(IL)-E tO.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #15BTR SPACED 29.0" 0.0. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. CON. LOADING BC LATERAL SUPPORT <= 12"00. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 POE Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall CON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 -1 12 9.00 u1 I III o0 I cV 2 N /— ro I 1 -� A 9 M-3x4 1 1 ). 1-00 5-03 PR atc - 4`vG'N `T ,r" ,- ' e.,e•. 892OOPE JOB NAME : POLYGON NW PLAN 7-B NH - E4c Scale: 0.7529 �! 011,� j.(t WARNINGS: GENERAL NOTES, unless otherwise noted: " r,OREGON Qt L"� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is Br an individual at -F,�-} h� ' Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper -7 j"' V 2.2x4 compression web bracing must be Installed where shown+. 2:°,?;?,--k- incorporation of component is the responsibility or the building designer. ,�} 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bosom chords to be laterally braced at �, Ft 10 by b the responsibility of the erector.Additional permanent bracing of 2'ntinentl sheathing hin. uch as plyunless eeoetl(TC)soutt draeir length(. 1:1 L DATE: 12/10/2 015 me overall structure la the re ib8i f the ba ldin des 2 Impacts inor suchrl b acinplywg requirede a where s ownor dryvsll(BC). responsibility o B designer. 3.2x Impact bridging or lateral bracing where shown+i SEQ.: El5 8 9 681 4.No load should be applied to any component until eller all bracing end 4.Installation of truss is the responsibility of the respectNe contractor. EXPIRES: i�j h{ i fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, I GIJ I 12/31/20 15 TRANS ID: LINK design loads be applied to any component. and are for"dry condition"ofuse. 5.CampaTras has no control over and assumes no responsibility for the B Decease esign assumes lull bearing et all supports shown.Shim or wedge It December 10,2015 fabrication,handling,shipment and installation or components, 7.Designieteel assumes adequate ne othlf c e is rsid. an S.This design h furnished subject to the limllalmns set forth by S.Plates shell be located on both laces of truss,end placed so their center ' TPWJICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s5e of plate In Inches. MiTek USA,Inc./CompuTnis Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering t General ty Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. 1 /a I I (Drawings not to scale) Dama e or Personal Injury ry Mr= Dimensions are in ft-in-sixteenths. 11.466,. Apply plates to both sides of truss 1 2 3 1. dditlonal stability bracing for truss system,e.g. and fully embed teeth. iagonal or X-bracing,is always required. See SCSI. TOP CHORDS ,� 2. T uss bracing must be designed by an engineer.For U /16 4 de Nruss spacing,individual lateral braces themselves ay RequireINI— bracing,or alternative Tor I _11111E . p racing should be considered. rip, Oz 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 e .-7 cs-s designer,erection supervisor,property owner and BOTTOM CHORDS •II other interested parties. plates 0-'AI' from outside edge of truss. 8 7 6 5 5. 4 ut members to bear tightly against each other. 6. 'lace plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE j•int and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO l•cat ons are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7 •est I gh assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT t e environment in accord with ANSI/TPI 1. *Plate location details available In Muck 20/20 NUMBERS/LETTERS. software or upon request. 8. nles$otherwise noted,moisture content of lumber s all not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. ', nless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: se 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 1988responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 amber for dead load deflection. the length parallel to slots. 11. late type,size,orientation and location dimensions i dicated are minimum plating requirements. LATERAL BRACING LOCATION 12.L mber used shall be of the species and size,and Southern Pine lumber designations are as follows: i all respects,equal to or better than that ,j'e Indicated bybol shown and/orSYP represents values as published s.ecified. symbol by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.T•p Chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 s•acing indicated on design. If indicated. 14.I:ottom chords require lateral bracing at 10 ft.spacing, BEARING I•r less,if no ceiling is installed,unless otherwise noted. 154 onnections not shown are the responsibility of others. Indicates location where bearings 16. o not cut or alter truss member or plate without prior 1 (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved •ppr©val of an engineer. *MM■ reaction section indicates joint 1111 111 111 II number where bearings occur. 17:11 stall and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.' se oNM NM 1 !green or treated lumber may pose unacceptable I-nvirdnmental,health or performance risks.Consult with Industry Standards: II•roje t engineer before use. ANSI/TPf 1: National Design Specification for Metal MII 19.,eview all portions of this design(front,back,words •nd pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. i not sufficient. DSB-89: Design Standard for Bracing. MiTek , BCSI: Building Component Safety Information, 20.design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013