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Plans (134) 14..c\c‘ci let MiTekg' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 15-264_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. < � PR Ore �<5 ,AGI Nac�c9 ✓� 89782PE40 7 OREGON a� 14)2_ Y 15?�Q` ?%.\-." PAUL �� A . August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS I 1-0-0 1 111&66 1 t-2-0 I � Scale=1:25.0 1.5x3 H 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 H 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 —/1\i`.—401""-1111441%'•—/ Nh.' 0 0 o e o o 2 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 I I 3x5= 3x5—3x5= 7-0-14 17-7-14 I8-2-14 I 14-4-4 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— j8:0-1-8.Edge],[19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 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 purtins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1671/0,3-4=-1671/0,4-5=-2270/0,5-6=2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard op. 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,..._<.-jN� G)N E' -i,5, /O Uniform Loads(p8) Vert:16-24=-8,1-15=-80 �ZCr p� Concentrated Loads(Ib) 89782 PE Vert:2=-674(F) '1....: Mir 7 OREGON p's• rt 9T, �''lRY 1`� J<Q` ir PA—U L RC EXPIRES: 12/31/2016 August 7,2015 i I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 ret.02/16/2015 BEFORE USE Design valid for use only with Mack 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 there lc* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ! fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 t,itnw Height%CA 95610 Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 1 Scale:1f2=1' 1.5x3 H 3x4= 1.5x3 H 3x4= 1.5x3 I I 354= 1.5x3 H 1 2 34x4= 4 5 6 7 8 _ ovo . _ . _-7_ _ o .._ q N O e O 1 13 12 11 10 9 3x4 = 1.5x3 II 1.5x3 H 4x6= 3x6= 3x4= 1 1-1-12 1-8-12 12-3-12 1 • 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1,00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=819/0,34=1502/0,4-5=-1502/0,5-6=-1871/0,6-7=1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=1170/0,7-9=1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections, 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 40 PROF. meg``ANG t N tc �% Z `�/ 8.782EPE �f s• ,L OREGON a'``? 99 h' 'AUL Rye¢ EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rec.02/16/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.A �' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the `,��e■_, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'j(� ]( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 citrus Height%r:A g561n 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-?nyxAbZWyUc51 WHGifEXZdwpLm?ZVgaoo1 aDG3ygBiQ 2-6-00i 5=101 1 1-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 H 1.5x3 I I 3x4= 3x4= 1.5x3 11 3x4 = 1.5x3 I I 1 2 3 4 5 3x4=. 6 7 8 i 6- _ / o o N O o a e ' , 14 13 12 11 10 3x4= 3x6 =1.5x3 I I 1.5x3 I I 3x6 = 3x4= I5-10-21 6-5-2 7-0-2 13-1-8 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(XX)— [4:0-1-8,Edge).[5:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0,33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=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. <CR' PRQFFSS ��� ‘AG I N�� /p I- 44.., 2 89782P' r" E 9 MI 40 5T2 OREGON oK. �� �'A U L (���Q, EXPIRES: 12/31/2016 August 7,2015 A.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE —.. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. �a Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �/A� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fYII'e fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Tell Qualify Criteria,051-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 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 Mack Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberK0tyJvgB-U_WJOxZBjokyffsSGMIm6rT_v91TEGty1 hJmpVyqBiP 2-6-0 I I 1-8-6 I I 7-2.0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 53x4= 6 7 8 N.-- c - .... N 1 13 12 11 10 •, 3x4= 3x6= 1.5x3 11 1.5x3 H 3x6= 3x4= 7-0-14 17-7-14 18-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edgej.[5:0-1-8.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 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,3-4=-2010/0,4-5=-2110/0,5-6=1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0 PR Opt- c;.. ,,%—• V F`�� /0 144 2 :997782PE �1' ?i s2 OREGON t`'Q„ `7.4 C`'4RY 1 b•2 tib` 'AUL " EXPIRES: 12/31/2016 August 7,2015 4 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE ...- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ` 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 rt'���■4111}(_, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �jf fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available horn Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc. Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMlm6rT_I9JyEJXy1 hJmpVygBiP 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 e 0 e 0 o 0 N o 0 0 1 to9 8 1.5x3 II 1.5x3 H 3x6 = 3x4= 3x4= I 2-3-10 1 2-10-101 3-5-10 1 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edgej.(3:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. \ �(R� PR 6F 5' 'L �� 89782PE �r -v •REG©N 2'. 99ir �'AULR� . EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �a Applicability of design parameters and.proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �� �- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consul ANSI/1911 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. 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-yA4hbHamU5spGpReg3G?e203vZYjzhM5FL3JLyygBiO I 2-6-0 2-1-12 11 1-2-0 11 0-9-8 1 2-3-0 i i 1-2-0 11 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 H 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 1 2 3 4 5 6 7 8 9 10 o 0 o 2 00000000000 1_- 0 . 1111111111111111111140444444 e e/ \ O O B �Y1 N o ® e b 1 Al k. 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4 = 12-10-12 I 4-10-12 5-5-12 6.0-12( 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 11 - - Iii /'1- I d.e 1 •0-1-8 Ed.e 1 -II- -8 d.- .-1- 1 .ge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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=0/2351,1415=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. Ro PROpt �; GIN 6/0 89782PE r" Am . .F,y OREGON o'er 1,9, PAUL i;N. EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.01/16/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ,a Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the !'+ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingMiTR fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/M1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citnrc Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F57 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MRek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guzogonnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 1 Scale=1:17.6 1.5x3 I I 3x4 = 1.5x3 1I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 ,o 1 ee a a e 11 10 9 8 A 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = • 2-0-14 2-7-14I 3-2-14 1 9-4-4 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— j2:0-1-8.E•ge).[3:0-1-8.Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 1 O PRQ1 89782PE 9r • ' V all •REGON '* 0 PAUL - EXPIRES: 12/31/2016 August 7,2015 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 6111.7473 rev.02/16/2015 BEFORE USE • NI 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 shownis for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theKaf � , erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tY1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality CdterIa,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 Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon. 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM I 2-6-0I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 l 1-2-0 1_0_41 Scale=1:28.5 1.5x3 I1 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I l 3x4= 1.5x3 I 14x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 Alb e/ o o N e e 6 e e e 1 16 15 14 13 12 �. 3x4 = 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4 = 12-10-12 I 4-10-12 is-5-1216-0-12 1 11-8-12 12-3-121 1 16-44 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 - Brib-N :r- -8_d.e _•. 1 _ -r- -8 _ ..6- d.e LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in floc) I/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 Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2435/0,3-4=-2435/0,4-5=-2435/0,5-6=-2821/0,6-7=-2821/0,7-8=-2063/0,8-9=2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=-559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=-1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .a„ ) PROp ss �c �ctkGI N�F9 f0 c.zz- 89782PE 9t- -%+ s,/ •REGON o� ,9di- AAUL ,A�4, EXPIRES: 12/31/2016 August 7,2015 t 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE —_ Design valid for use only with heck 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 thea■- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fj/� 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 Heigi CA 95610 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberK0tyJvgB-MllgEJcfn0E07HADVcgIGheXZnbxA2zXyJHyHygBiL I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 1 f t-2-01 t2, 1.21 Scale=1:28.2 4x4= 1.5x3 H 3x5= 1.5x3 H 1.5x3 H 3x4= 1.5x3 II 3x4= 1.5x3 H 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e 4111141111111111111111114411111411111: / o , o N ® e O O e 6 ® e 41, 1 11, 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-12 16-0-12 1 11-8-12 12-3121 1 16-2-8 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)- Edge] [12.0-1-8 Edge] [15-0-1-8 Fdge] Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defi Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. so PRop4. �\c� A‘,.‘GIN " .. /O 444 - `r• 8.782PE f -7 OREGON o''<0 TA- - UL R� A EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev-02/16/2015 BEFORE USE . �� 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-riot 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'g��� •: erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [jf] fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Suite 109 r.itnis Heighiv,CA 9561n Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,yP Y 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury ran' Dimensions are in ft-in-sixteenths. iiilikApply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth, diagonal or X-bracing,is always required. See BCSI. TOP CHORDS O_7/I 6„ 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 111111110 4 may require bracing,or alternative Tor I pbracing should be considered. 1_ O= 3. Never exceed the design loading shown and never Ai a stack materials on inadequately braced trusses. r— O 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate �- designer,erection supervisor,property owner and plates 0 'n E' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR1352,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 15.Connections not shown are the responsibility of others. 1Indicates location where bearings 16,Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■LO. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. �� Min size shown is for crushing only. NM 18.Use of green or treated lumber may pose unacceptable 11.- II environmental,health or performance risks.Consult with industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTe ( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-B NH KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1589666 thru K1589681 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �(p PROP 1.1G I N 89200PE gr' fl � OREGON liy 14, 'zap " �FRR 1Ll-� December 10,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 RODE N16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 4163TR SPACED 24,0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=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-1x2 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. 8-03-04 8-03-04 T 12 T 12 T 6.00 HM-4x4 Q 6.00 o rn 22 o �. c o 0 I o M-3x4 M-3x4 1,t,1.�� PRoFE y 1-00 y 16-06-08 y 1-00 b \�� 1 E.,�t06,s/0 ,e :9200PE �r JOB NAME : POLYGON NW PLAN 7—B NH — Al "'�J! ,01--�'I -- Scale: 0.9000 '! A. OREGON ./ WARNINGS. GENERAL NOTES, unless omewass noted: 'V Truss: A 1 1.Builder and erection conbawor should be advised of ell General Notes 1.This design is based only upon the parameters shown end is for en indMdual t ' �� 1 and Warnings before construction commences. building component.Applicability of design peremelers and proper / V S'" 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. O 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda la be laterally braced al 44 `I_ is the responsibility of the erector.Additional permanent bracing of 2'o.c.nu al 10'rte.soy a pig unless braced throughout their length by [� 1L71 y DATE: 12/10/2015 the overall structure Is the responsibility ofme banding designer. continuous sheathing such as plywood quire whore)acror drywan(BC). tyI9 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K1589666 4.No bad should be applied to any component until after an bracing and4.Instaliadon of truss responsibility N the eponsi of the reepectNe contractor. use fasteners are complete and at no time should any loads greater than 5.Desitin assumes trusses are to be used in a non-corrosive enWmement' EXPIRES: 12/31/2015 TRANS I D: LINK design loads be applied to any component and are for dry condition.of use. 5.Cxopuires hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge R ssaryDecember 10,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. s.This design Is furnished subject to me limitations set orth by n.plates shall be located on both feces of truss,and paced so their center TPIM?CA In SCSI,copies of which will be banished upon request. linea coincide with joint center lines. 9.Digits indicate sire of pleb In inches. MITek USA,Inn./CompuTrus Software 7.6.7(1L)-E 10.For bask connector piste design values see EOR-13/1,ESR-1955(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-378) 1540 3- 8=(-326) 309 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2- 3=(-1751) 477 8- 6=(-431) 1590 8- 4=(-121) 934 WEBS: 2x4 KDDF STAND 3- 4=(-1351) 268 8- 5=(-326) 306 LOADING 4- 5=(-1351) 256 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751) 502 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 50 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PIF 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" -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. 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 = -0.075" @ 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 IL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 8-03-04 8-03-04 MAX HORI Z. LL DEFL = 0.059" @ 16'- 1.0" T MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 T T l' "r 'r 12 12 Design conforms to main windforce-resisting 6.00 M-9X6 Q 6.00 system and components and cladding criteria. 4.0" q ,,-,1, Wind: 140 mph, h=21.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), II 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 _Aggillillillik e M-5x8111 M-3x4 MM-3x4 M OI 2 7 C i ..... 6 0 o0 ,.3.00 3.00 c: - 12 .12 12 y i' y 1 1 p 1-00 8-03-04 8-03-04 y1-00 �y, O PROF. ; 4 V C 16-06-08 �,.Q 0,\GINE, R t/ 44C,...?„ 2 `z 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - A2 Scale: 0.3183 /_` �' WARNINGS: GENERAL NOTES, unless otherwise noted: w 11. Truss: A2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is!a an IndlWdual �[# OREGON �'/r'. and Warnings before construction commences bulltling component Applicability of design parameters and proper ,I "'R,/ 2.204 compression web bracing must be Installed where shown* Incorporation of component b Me responsibility of the building designer. !✓ te 0 3.Additional temporary bracing to insure slabllity during construction 2.Design assumes the lop and bottom chorda to be laterally braced at 'Q 7 T 4 s 2V �"'�. Is the responsibility of the erector.Additional permanent bracing of 2'en.and at 10'me such a ply unless braced throughout their length by i DATE: 12/10/2015 the overall structure la the responsibility of the building designer, continuous sheathing such as plywood sheathing(TC)end/or drywall(SC). �� 4.No bed should be applied to any3.2x Impact bridging or lateral bracing required where shown♦+ SEQ.: K1589667 ppl component until after all bracing and 4.Installation of truss is the responsibility of the respective convector. fasteners are complete and atIn ba ano time should any loads greater than 5.Design assumes trusses are b be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component, and are for'dry condition.of use. 5.CompuTnro has no control over and assumes no responsibility for the 8 nneceDesl ssa saunas full bearing at all supports shown.Shim or wedge g EXPIRES: 12/31/2015 y. B.This design IE ndling,shipment and lurnialtad subject to ihesn installation sal forth by components. 7.Design assumes adequate drainage Is provided. TPIIWTCA in SCSI,copies of which will be tumiehed upon request. 8..Ilinessmincidee be belntcoynos,lline bee of trues,and coated so their center December 10,2015 MITek USA,Inc./COmpaTrus Software 7.8.7(1 L)-E 9.Diggs Indicate size of plate N 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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 50 2-10=(-251) 92 10- 3=( -12) 169 BC: 2x4 KDDF #18670 SPACED 24.0" O.C. 2- 3=( -69) 347 10-11=(-255) 90 3-11=( -470) 164 WEBS: 2x4 KDDF STAND 3- 4-1-146) 779 11-12=1-682) 251 4-11=1-1145) 248 LOADING 4- 5=( -74) 220 12-13=( -48) 472 4-12=( -95) 806 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-( -85) 246 13- 8-1-241) 848 5-12-( -361) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-566) 90 12- 6=( -765) 194 TOTAL LOAD= 42.0 PSF 7- 8=(-980) 274 6-13-) 0) 450 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=( -346) 219 LL - 25 PSF Ground Snow (Pg) M-1.5x9 or equal at no -structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon)n REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -109/ 613V 0/ OH 5.50" 0.98 KDDF ( 625) REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.036" @ 21'- 8.1" Allowed- 0.781" 13-00 13-00 MAX TL CREEP DEFL = -0.065" @ 17'- 8.8" Allowed= 1.042" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed= 0.100" 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 T T T T '' T f MAX HORIE. LL DEFL= 0.021" @ 25'- 6.5" MAX HORI2. TL DEFL = 0.034" @ 25'- 6.5" IIM-4x4 12 M-1.5x4 4.0" 6.00 [7' M-3365 ,,,,,M-3x5 Design conforms to main windforce-resisting M-3x5 M-1.5x4 12 system and components and cladding criteria. M-3X9 M-3x$ Q 6.00 Wind: 190 mph, h=22.9f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 'I\ M-3x4 (All Heights), Enclosed, Cat.2, =6.0, CE 7-10, load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. -1.5x3 f ss M-2.5x4 or equal at non-structural diagonal inlets. 1 Truss designed for 4x2 outlookers. 2x4 let-ins M5x6 M-3x4 of the same size and grade as structural top 111 0 2 y�✓12 + 0I chord.kInsure tightbe cfitut watheach end of greet-in. c 1 0 To M-3x8 inlet board areas only. o `�����������"`� 1 "8 o permissible at 1 M-11x3 1P4-5x10 to M-3x4 a 3.00 3.00 12 12 y y y y y <C, PRp 06 9-11 3-01 4-08-12 8-03-04 k > ), y i' ), . .3 ,,,GINE - / 1-00 9-11 7-09-12 8-03-04 1-00 �� ..0, 1-00 26-00 1-00 '� 8240PE r JOB NAME : POLYGON NW PLAN 7-B NH - B1 --tall'/ ~ Scale: 0.2048 VI CrA. R [f��` WARNINGS: GENERAL NOTES, unless oMenxse notes. F/ .,�#OREGON EGON l^+. 1.Builder and aromas contractor should be advised of an General Notes 7.This designs based only upon the parameters shown and is for an individual <O "7/ } 2° �\ T ru S S: B1 and Warnings before consWdion commences. building component.Applicability of design parameters end proper (.V A 2.204 compression web bracing must be installed where shown+ Incorporation of component le the responsibility of the building designer. VO 3.AddlUonel temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom Dards to be laterally braced el L"1i R 10- 2' Is the responsibility of the erector.Additional permanent Meting of Y o.c.and at 10'o.c. vely unless braced throughout their length by {•' DATE: 12/10/2015 the overall structure Is Be responsibility of the batldio designer. 2x Impact ridging orng such as aciplyng red aired here shown andr0 drywalkac). g 9 3.2x Impact brldping or lateral bracing required where ++ SEQ.: Ki 55 8 9 6 6 8 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used In a noncorrosive environment end are for'dry condition'.of use. EXPIRES: 1 2 TRANS I D: LINK design loads be applied to any component, 5.CompuTrus has no control over and assumes no responsibility for the a nates se assumes full bearing et all supports shown.Shim or wedge H fabrication,handling,shipment and Installation of components. ry. December 10,2015 7.Deter assumes adequate drainage is buss,d.and This design is furnished subject to the limitations set forth by e.Platen shall be nested on both faces of Was, pieced so that cancer TPINRCA M SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. .Digits indicate else plate inches Mek USA,IncdCom uTrus Software 7.6.7 1L-E 10.Donbasic connector plptedasign values see ESR-1317.ESR-11038(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 2-10=(-247) 1594 10- 3=( 0) 228 BC: 2x4 KDDF #1t:BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1886) 361 10-11=(-249) 1591 3-11=1 -378) 107 3- 4=(-1479) 359 11-12=(-171) 1308 4-11=1 -85) 76 LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 4-12=) -183) 151 TC LATERAL SUPPORT.<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- 8=(-616) 2784 5-12=1 -207) 953 BC LATERAL SUPPORT <= 12"00. UON. - DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2946) 590 12- 6=(-1726) 395 TOTAL LOAD = 42.0 PSF 7- 8=(-3145) 715 6-13=1 -191) 1428 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=1 -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 lOPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed= 1.259" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed= 0.133" 13-00 13-00 T f MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 5-02-12 4-08-09 3-01 4-07 9-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" T T T T T 1' T 12 12 6.00 M-9x6 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X4 load duration factor=1.6, 4 End Verticals) are exposed to wind, .11°1if M-3x6 Truss designed for wind loads • in the plane of the [cuss only. M-3x4 LM-1.5x3 7 re 13 t.1 �' M-5x6 M-9x9 o M o 4. 1 10 1M-3x10 9 . 11 '8 F. o 1 M-3x4 M-1.5x3 M-5x10 1 0 - 3.00 3.00 1,,- 12 .12 12 )' b J' l y y 5-01 4-10 3-01 4-08-12 8-03-04 y y "`� E- s1-00 9-11 7-09-12 8-03-04 1-00 N` � >y �� [ ?26-00 17 `'t' 89200PE r- JOB NAME : POLYGON NW PLAN 7-B NH - B2 /J Scale: 0.2098 ' MP WARNINGS: GENERAL NOTES, uniessotherwise noted lo fY. Truss: B Z 1 Builder and erection contractor should be advised of et General Nates 1.This deeign Is based only upon the parameters shown and le for an Indloitlual '.7 OREGON '/y'4 and Warnings before construction commences. building component Applicability of deeign parameters and proper J ". 2 204 compression web bracing must be Installed where shown« Incorporation of component b the responsibility of Me building designer. 11 Jr.' '10 �A. 3 Additional temporary bracing to Insure stability during construction 2 Design sesames the lop end bosom chords to be laterally braced al �Q -7 '�,/! is the reapondblNty of the erector.Additional permanent bracing of 2'o.c.end at 70'o.c.respectively unless braced throughout Melt length by Y' (j continuous sheathing such as plywood ng(TC)and/or drywall(BC). '�R`-\-- '9 DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where drown 0• SEQ.: El5 8 9 6 6 9 4.No load should be applbd to any component until after all bracing and 4.Installation of hues Is the reaponeibtiily of the respective contractor. fasteners eta complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'idly condition'.of use. 5.CompuGnu has no contra over and assumes no responsibility forme 6.Design e y. assumes Nil beating al deupporis shown.shim w wedge if EXPIRES: � I 12/31/2015� � febrkalion,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. e.TNN s design Is mished subject to the limitation set forth by 8.Plates shall be located on both faces of boss,and placed so their center December 10,2015 Td/W7CA in BCSt,copies of which will be furnished upon request linea coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.7(1 L)-E 9.Digits indicate size of plate In inches. 10.For besW connector plate deeign values see EBR-1311,ES12-1988(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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2- 8=(-270) 1528 3- 8=1-383) 258 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9=1-124) 1001 8- 4=(-128) 638 WEBS: 2x9 KDDF STAND 3- 4=1-1590) 399 9- 6=(-298) 1528 4- 9=1-128) 638 LOADING 4- 5=(-1590). 399 9- 5-1-383) 258 TC LATERAL SUPPORT <= 12"0C. DON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1813) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PIF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATIONS) 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. 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 T f 6-09-09 6-02-12 6-02-12 6-09-09 Design conforms to main windforce-resisting T T T T T system and components and cladding criteria. 12 12 Wind: 140 mph, h-22.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 4.0" End vertical(s) are exposed to wind, 4 ^ial Truss designed for wind loads � in the plane of the truss only. M-1.5x3 M-1.5x3 3 ns IldllAllkAirill111111611112.... es a' 1 . r Mb7 0 8 9 +V6 to M-3x4 M-3x4 _ M-3x4 M-3x9 to M-3x5(5) b J' b ,1 8-10-03 8-03-11 8-10-03 b 10-00 y 16-00 y �Cj'{i GINE4 `$'4S> • E 9 1-00 26-00 1-00 �L may' ' 89200PE r JOB NAME : POLYGON NW PLAN 7-B NH - B3 , �e Scale: 0.2048 + �WARNIN �`y.. I. SuddO3. GENERAL NOTES, unless on nvisethe ' i . OREGON�w / 1.Solider and erection contractn should be advised of an General Notes 1.This design Is based only upon the parameters shown end is for an individual 'T7f iF Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper42.0 �7 As 2.2x4 compression web bradng musl be Installed where shown+. incorporation of compliant is the responsibility of the building deaignn f j� -7 Y. 4 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the top and bottom chords b be laterally braced el �7 t `iS. h the responsibility of the oredor.Additional permanent bracing of 2 continuous sea.and theaedngrsuch haas plywood shvely uryess eathlig(TC)and/or drywailced throughout their (SCth). t{ Clvs`_ DATE: 12/10/2015 me overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R 1 L+ SEQ. : Ki5 8 9 6 7 0 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any Inds greater than 5.Design assumes trusses are to be used in a nn-corrosive environment, TRANS I D. LINK design wads be applied to any component and are for'dry condition'of uso. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design asuman tut bearing at all supports shown.Shim or wedge 8 EXPIRES: X y5I R ES: 12/31/2015 2/31/201 5 necessary. 7��(' IlC G G fabrication,handling,shipment and installation of components. 7.pedgn assumes adequate drainage is provided. December 1 0,201 5 8.This design is furnished subject to me limitations set font by 8.Plates shall be located on both faces of truss,and placed so their center TPIhWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ina./CompuTNs Software 7.8.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF 016BTR; LOAD DURATION INCREASE - 1.15 1- 2=( 0) 50 2- 8-1-257) 1288 8- 3=1 0) 227 2x6 RIME' 016BTR T2 SPACED 24.0" O.C. 2- 3-1-1539) 383 8- 9=1-259) 1285 3- 9-1-448) 138 BC: 2x4 KDDF 916BTR 3- 4=(-1080) 364 9-10-1-293) 1265 9- 4=( -94) 564 WEBS: 2x4 HOOF STAND LOADING 4- 5=1 0) 0 10- 7=(-293) 1268 9- 6=(-437) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1063) 337 7-11-1 0) 4 6-10=) 0) 153 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1495) 390 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD- 42.0 POP 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 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1,62 KDDF ( 625) 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 or equal at non-structural ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (oon). 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" considered for this design. MAX LL DEFL- -0.041" @ 11'- 0.0" Allowed= 1.054" MAX TL CREEP DEFL- -0.084" @ 11'- 0.0" Allowed- 1.406" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.133" MAX HORIZ. LL DEFL= 0.020" @ 25'- 8.8" MAX 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, 1=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f ( >(_ f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 -M-4x4+ 12 load duration factor-1.6, 6.00 M-4x6 -i End vertical(s) are exposed to wind, Q 6.00 Truss designed for wind loads 4 in the plane of the truss only. 411, M-3x4 M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 3 '`IIII I��IIII� Ali o M-3x4+ co 0 0 12 6VI ' �1 l o M-3x4 M-18 5x3 90.25" M-1,5x3 11 01 M-5x8(S) M-3x4 o 5-09-04 5-02-12 5-02-12 y 9-09-04 y . (,vG� E4 '1; s�0i, 1, y T J 4✓ 17 1-00 26-00 (r• 892.00PE JOB NAME : POLYGON NW PLAN 7-B NH - B4 � �„�,,. Scale: 0.2298U' t'y... WARNINGS: GENERAL NOTES, unless otherwise noted. 7/_ �f_OREGON ik k'`+4t..• Truss: B 4 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for an individual F'f -4.T"f y ��\ � end Warnings before conetruclron commences. building component.Applicability of design parameters and proper 0 1 2.2x4 compression web bracing must be Installed where shown Incorporetbn of component ie me responsibility of the building designer. [✓ 1 4t tils 3.Additional temporary bracing to Insure stability during conelrudlon 2.Design assumes the lop and bottom chants to be laterally braced al A � �� is the responsibility of the erector.Additional permanent bracing of T o.c.and et 10'o.c.rsuch as plywood unless bated throughout Iheb length by DATE: 12/10/2 015 the overall structure is me responsibility of the building deelgner. 3.2x"Impact brd i mior at r lb acing re requisheatred where shown o nrywall(BC). 4.No bad should be applied to any component until after all bracing and 4.Installation of truss k the real ponsibility of the eepedye contractor. SEQ. : K 15 8 9 6 71 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, F3p-�+ TRANS ID: LINK design loads beapplied toany component. end are for"dry conditionor ase. XPIIlGal, 12/ /2015 5.CompuTmahas nocontrol over and assumes noresponsibilty for the 8.DeslgnassumeafWlbeerirpelellwpperNalrown.Shimorwedge8 December 10,2015 fabrication,handling.shipment and Installation of components. necessary' 5.This design h furnished subject to me limitations set forth by 7.Design assumes adequate drainage is provided. B.Plates shall be imbed on both faces of truss,and placed so theft center TPINRCA In SCSI,copies of which will be furnished upon request. lines coincide with)Gini center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 8.Digits indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-16/03(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTA LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 9 g system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POE (ADD Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP f4-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 rn f. T 1' 12 HM-4x4 12 6.00 3 Q 6.00 O 2 4 O 1 .� glgg o O I M-3x5(S) o M-3x4 M-3x4 ). y y y 10-00 12-00Q 1-00 22-00 ��co'Ln. � GI•ru '�`sio ,.....44.1 '7_,.�r JOB NAME : POLYGON NW PLAN 7—B NH — Cl ,,/-,--. Scale: 0.3559 �,4 - • — WARNINGS: GENERAL NOTES, unless othendse noted: CC 1.Builder and erection contactor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual "''� Truss: Cl and Warnings before construction commences. building component Applicability of design parameters end proper OREGON\ A.� 2.2s4 compression web bradng must be installed where shown s. incgporetlon of component la the responsibility of Me building designer. �/O ti 3.Additional temporary bracing to Insure stability during construction 2,Design assumes the lop and bottom chords to be laterally braced at r 12/10/2015 b the respondbinty of the erector.Additional permanent bracing of 2'o.c,and al 70'o.e.respectively unless braced throughout Melr length by {,� the overall structure Is the responsibility of the building designer. wnm p c t sheathing or suer as plywacing re required a where and/or drywall(BC). R R 0- DATE: v 3.In Impact bridging or lateral bracing required where shown+• ^+• SEQ. : K 15 8 9 6 7 2 4.No load should be applied to any component until after all bracing and 4.Inetellanon of Was is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater Man 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition'of use. 5.corn Trus has no control over and assumes no responsibilityDesign assume,un bearing at an supports shown.Shim o wedge g EXPIRES: 12/31/2015 CompuTrus for the canary. fabrication,handling,shipment and installation of components.. 7.Design assumes adequate drainage is provided. December 1 O,2015 8.The design Is furnished subject to Me limitations lit forth by B.Plates shall be located on both faces of truss,and placed so their center TPIAVTCA M SCSI,copies of which will be furnished upon request. lines coincide with)olnt canter lines. 9.Digits Indicate she of plate In Inches. MITek USA,lncdCornpuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see E5R-1311,ESR-1988 Welt) 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 #16BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8= 1261 (- 311) 220 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x9 KDDF STAND 3- 4=1-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL1 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-1504) 335 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 0) 50 TOTAL LOAD - 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF 1 625) 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 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T T T .' .' system and components and cladding criteria. 12 12 6.00 p M-4x6 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor-1.6, 4 '(---.r End vertical(s) are exposed to wind, uLTruss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 M Ocn cc O d' 1 '1.* �liE t 2 - S 9 "6 I M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 b ), b b 7-06-03 6-11-11 7-06-03 y 10-00 b 12-00 y �. PRO�ecS' 1-00 22-00 b 1 „5� �C�GINE•&-R ��Q 1-00 `�' 89200PE ter" JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2433 =47 i WARNINGS: GENERAL NOTES, unless otherwise noted: 11. it 1Truss: C 2 Builder and erection contractor should be advised of as General Notes This design Is based only upon the parameters shown and is for en individual ' ' 4.OREGON Dt Z1 and Warnings before construction commences. building component Applicability o/design parameters and proper4404/ k&, 2.204 compression web bracing must Be Installed where shown.. Incorporation of component Is the responsibility of the building designer. <� {' tt� _.{ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end batten 55,ion to be laterally braced et T 14 �1J �'�" Is the responsibility of the erector.Additional permanent bracing of 2'o c and at 70'o c reach as sly unless braced Throughout their length by (A DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 R 1�( �,J S 3.2n Impact bridging or lateral bracing required where shown++ L SEQ. : Ki 5 8 9 6 7 3 4.No load should be applied to any component until seer all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater then s.Design assumes busses are to be used in a non-corrosive arwironmant TRANS ID: LINK design loads be applied to any component. end ere for.dry condition•of use. 5.CampuTrua has no control over and assumes no responsibility for Ins 6.Deeig�eseumea lull bearing al all supports shown.Shim m wedge H EXPIRES 12/31/2015 ncesfabrication.handling,shipment end installation of components. 7.Design stames adequate drainage Is provided. December 10,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of buss,and placed so their canter TPbWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com Trus Software 1 LE 7.6.7 - 9.Digits indicate size of plate In Inches. jw 1 ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MINA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 91&13TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 61&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h-15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T 12 IIM-9x4 12 6.00 9 Q 6.00 ea 01 2 0 4 rn o 0 aI o o M-3x5(S) o M-3x4 M-3x4 b ) 10-00 12-00 1-00 22-00 t,..\ I .Q`roc? 2 ' " .9200PE �r JOB NAME : POLYGON NW PLAN 7-B NH - C3 ''� Scale: 0.3558 (s' /44111111P - WARNINGS: GENERAL NOTES, unless otherwise noted: WV ``a+. 1 Builder and erection contractor should be advised of NI General Notes i This design is based only upon the parameters shown and Is for an individual F� '/ OREGON w �.� Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters andiJs proper *41 )' 1° z zs4 compression web breams must be Installed where shown+ Incorporation of component is the responsibility of the building designer. / Y 3 Additional temporary brewing to Insure stability during construction 2 Design assumes the tap end bottom chortle w be laterally braced at la the responsibility of the endo Additional permanent bracing of 2 o c.and et 10'o c.respectively unless braced throughout their Mngm by DATE: 12/10/2015 the overall structure Is the responsibility of the buNding designer. continuous sheathing or such as plywood aired here s end/or drywall(BC). t y 3.In Impact bridging or lateral bracing required when shown+• I L 4 SEQ. : Ki5 8 9 6 7 4 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used M a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition"of use. 5.CompuTns has no control over and assumes no responsibility for the G.Design assumes full bearing at all supports shown.Shim or wedge N EXPIRES: 12/31/2015 nece fabrication,handling,shipment end installation of components. esery. x "w '.Designassumesatedoneothifagelo trussed.r December 10,2015 5.This design is furnished subject to the limitations sat forth by 8.Florae ensu be located on both faces of was,and placed w their cantor TPIIWTCA In SCSI,copies of which will be furnished upon request. line coincide with joint center lines. 9.Digits indicate sloe of plate In Inches. MiTek USA,IncdCompuTrus Software 7.6.7(1 L)-E 10.For basis connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9= WEBS: 2x4 KDDF STAND (-103) 834 8- 4=(-111) 492 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4-DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 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 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T 1' 1. . I system and components and cladding criteria. 12 12 M-4x6 6.00 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 '(--4' End vertical(s) are exposed to wind, II" Truss designed for wind loads in the plane of the truss only. M-1.5x3 :1-1.5x3 3 r O M MR 2 g 0 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 6 0 l .' y y 7-06-03 6-11-11 7-06-03 b 10-00 y 12-00 b ,` " P()Fe. cS 1-00 22-00 1-00 ,tr1\? 6cNGIN�F/�' /© 2 89200PE r JOB NAME : POLYGON NW PLAN 7-B NH - C4 ��j!'r�i�'" Scale: 0.2433 ..+„". WARNINGS: GENERAL NOTES, unless nthrvA rseete J/ 4 OREGON 40 Truss: C 4 CC 1.Builder and erection conbeclor should be commences. of all General Nobe 1.This design Is based only upon me parameters shown and Is for an bMWldusl /4-'' and Wamings before conabucibn commences building component.Applicability of design parameters and proper As 2.2x4 compression web bracing must be Installed where shown+ Incorporation of component Is me responsibility of the bullring designer. /6 .!' 2.0 + 3 Additional temporary bracing to Insure stability dung construction 2.Design andaliassumes the tap and bottom see ten to be laterally braced el �j 14 s ',.A�� is the reaponaiblNly of the erector.Additional permanent bracing of 2 a.c. al 10'o.c.respectively anises braced Throughout melt length by DATE: 12/10/2015 the overall structure Is the reeponaiblcty of the buildingdoe continuous sheathing such as plywood ahamhing(TC)aadror drywail(BC). P RIO- designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: Ki5 8 9 6 7 5 4.No bed should be applied to any component until after all bracing and 4.Installation of hues Is the reeponsbg0y of the respective contractor. fasteners are complete and al no Ilene should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design beds be applied la any component. and ere for"dry condition"of use. CC 5.Compulms has no control over and assumes no responsibility for the e.^owl see assumes full bearing alas supporta.haven.Shim or weds.IT EXPIRES:. 1 / 1/20 d fabrication,handing,shipment and Installation of components. 7.Design saumes adequate drainage Is provided. December 10,2015 6.This design Is furnished subject to Na limitations set form by 8.Plates shall be located on both faces of buss,and planed so their censer TPIAVICA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint censer lines. MiTek USA,Inc./Com uTms Software 7.8.7 1 L-E 9.Digits Indicate size of plate in Inches. p ( ) 10.For basic connector plate design values see ESB.t311,ESR-158H(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-4=(-99) 81 BC: 2x4 KDDF k1613TR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 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" 3-00 MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" f T MAX HORIZ. LL DEFL - -0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL - -0.000" @ 3'- 8.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,HCDL-6.H, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, M-1.5x3 End vertical(s) are exposed to wind, 3 -/ Truss designed for wind loads 2 in the plane of the truss only. II Lo PROVIDE SUPPORT I r 0 in 1 el of 5><--- ��4 0 M-3x8 M-1.5x3 1' b 3-00 b b 4-00 �cS\Eo PR oF�6's w,§E NGINE /r.2 `� 89200PE <" JOB NAME : POLYGON NW PLAN 7-B NH - D1 �/'..- Scale: 0.6153 � frr ,/��.. WARNINGS. GENERAL NOTES, unless omervise noted. I OREGON•/ �'"s+, Truss: D 1 f Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 7 R 2.° -i"w_ � and Warnings before construction commences building component AppllcabUlty of design parameters and proper `Vs 2.2s4 compression web bracing must be Installed where shown• Incorporation of component is the responsibility of Me building designer. /Q } 3.Additional temporary bracing to Insure stabalty during construction 2.Design assumes me by end bottom chords Io be laterally braced at (y 2'pc.and at 10'pc.respectively unless braced throughout their length by /i!s �` Is the responsibility of the erector.Additional permanent pacing of continuous sheathing such se plywood eheeming(TC)and/a drywa11)80). Vf p Cf t DATE: 12/10/2015 the overall structure Is me responsibility of the building designer. 3.2x Impact bridging or lateral pacing required where shown+♦ +'i fl 1�-," SEQ.: K 1 5 8 9 6 7 6 4.No bed should be applied to any component until after ail bracing end 4.Installation of truss Is the reaponsklllty of the respective contractor. fasteners are complete end el no time should any loads greater than 5.Design assumes trusses ate to be used in a non-corrosive enWrenment, design leads be applied to anyend ere for`dry condition.of use. TRANS ID: LINK gn ppcomponent. 5.CanpuTms hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge g EXPIRES: 12/31/2015 2/31/201 5 fabrication,handl' ssery. 3 �1 mg,shipment and installation ofs components. 7.Design assumes adequate drainage Is provided. December 1 0,201 5 5.This design is furnished subject to the Imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center TPIAVICA In SCSI.copies of which will be furnished upon request. Ines coincide with Joint center Ines. 9.11gb Indicate stye of plate in Inches. MiTak USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connectorlate design tin vdues see ESR-1311,ESR-1933(MlTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2-(-29) 14 1-3-(0) 0 BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ EAG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PEE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. EON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD= 42.0 PEE 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) OT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.004" @ 0'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL- -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.008" @ 2'- 5.6" Allowed - 0.183" MAX TC PANEL TL DEFL - -0.010" @ 2'- 7.0" Allowed = 0.274" 12 MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. Ti DEFL = 0.003" @ 3'- 11.2" 4.00 f7 2 Design conforms to main windforce-resisting system and components and cladding criteria. lir Wind: 140 mph, h=19.8ft, TCD1,=9.2,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, N End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. r 0 ti 10° I M O o q�<._ 3 M-3x8 * b 3-00 J., yR�4-00 Co'c ‘.,GINE- -•!PROVIDE FULL BEARING:Jts:4,3,2 I C,..- Q./ ,..- ``t• 889200 P E r JOB NAME : POLYGON NW PLAN 7-B NH - D2 ,r4.�1'�"'44110,-' Scale: 0.8962 V /t�- WARNINGS: GENERAL NOTES, unless otherwise noted: J� A._OR EGON `'4 Truss: D21Builder end erection contractor should be advised of all General Notes This design is based only upon the parameters shown end 8 for an indmdual ,O ,c/Y h! r`w, -` and Wam ngs before construction commences. building component Applicability of design parameters end proper 'T V ^� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure etabillry during construction2.Design sesames the lop and bottom chortle to be laterally braced at F? O- is the responsibility or the erector.Additional permanent bracing of T o.c.end et 10.o.c.respectively unless braced throughout their length by DATE: 12/10/2015 the overall structure Is the recontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). responsibility of the building designer. 3.24 impact bridging or lateral bracing required where shown++ SEQ. : Ni 5 8 9 6 7 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the reepecthre contractor. fasteners are complete and at no time should any loads greater than 5.Deign assumes tresses are to be used in a non-corrosive enwrenment. EXPIRES; 12/31/2015 TRANS I D: LINK design loads be applied to any component. and are for"dry condition+orf use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all support shown.Shim or wedge H necessary. December 10,2015 fabrication,handling,shipment and installation of components. B.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. e.Plates shall be located on both faces of truss,and placed so their center TPIAVTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L(-E 10.For basic connector plate design values see E513.1311,E511-1888(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 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP Wind: 190 mph, h-15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, IL 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 POP 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 4.00 1 3 - 0 I O th 2 f 4 M-3x4 l y 3' 1-00 8-02 <0. GIN `ria 89200F'E mfr JOB NAME : POLYGON NW PLAN 7-B NH - El �(2 �`^' _ Scale: 0.6366 w '--1 WARNINGS: GENERAL NOTES, unless otherwise noted: ) OREGON CC Truss: E 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J 4.7 y,� and waminga before construction commence°. building component.Applicability of design parameters and proper 4,. '/ A be /fes 2.214 compression web bracing must be Installed where shown s. Incorporation of component Is the responsibility o/the building designer. f +'�Y 2° {� 3.Additional tam bracing 10 2.Design assumes the top and bottom chards to be laterally bracetl at L temporary bract to Insure stability during construction 2'o.c.end et 10'o.c.respectively unless braced throughout their length by ! Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). 's'J 4`Z,)r(1 0t. NJ DATE: 12/10/2015 the overall structure C the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown s s I'� SEQ.: K 15 8 9 6 7 8 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use, 5.CompuTnn has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge N EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and installation of components. 7.Design hallbassumes seaeddrainageIsrusDecember 10,2015 8.This design is furnished subject to the limitations sal forth by 8.Plates shall be bested on both feces of truss,end placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center line. uTrus Software 7.6.7 1 L-E 9.For a Indicate sloe m plate In Inches. MiTek USA,Inc./Com P ( ) 10.For basic connector pleat design vabea see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-105) 88 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -68/ 479V -33/ 97H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.294" @ 4'- 1.7" Allowed- 0.484" MAX TC PANEL TL DEFL = -0.393" @ 4'- 1.7" Allowed = 0.727" 7-10-04 0-03-12 T 'r < MAX HORIZ. LL DEFL = 0.001" @ 7'- 10.3" 12 MAX HORI2. TL DEFL 0.001" @ 7'- 10.3" 4.00 li M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIIload duration factor-1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. i 0 i rn ti /- : 1 n I 2 1111. 11 ** 5 M-3x4 M-1.5x3 J' y b 7-10-04 0-03-12 b k b 1-00 8-02 - � tip PRapFs Q., 77 `x' :9200P r. JOB NAME : POLYGON NW PLAN 7-B NH - E2 �� Scale: 0.5366 , ij .. WARNINGS: GENERAL NOTES, unless otheneae noted: 40 Truss: E 2 1 Builder and erection contractor should be advised of all General Notes f.This design b based only upon the parameters shown and Is for an IndMidual 7 "ii OREGON ii,. and Warnings before construction commences. building component Appllrabllity of design parameters and proper L. • 2.2x4 compression web bracing must be Installed where shown 4. incorporation of component is the responsibility of me building designer. .!�t,, 2. �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top end bottom chords00br to be laterally braced al ^ / 1 ! V is the reaponNbltity of the erector.Additional permanent bracing of T o.c.and at ig'o.c.respectively unless braced throughout their length by �/ I DATE: 12/10/2015 me overall structure b gra responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). s�11'N` 4.No bed should be applied to any3.24 Impact bridging or lateral bracing required where shown** SEQ.: K 15 8 9 6 7 9 ("f 4.^ pW component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and al no time should any loads greeter then 5.Design assumes trusses are to be used in a non-corrosive envimnmenl TRANS ID: LINK design loads be applied to any component. end are for•dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Oeaig ryaumea lull beating al all supports shown.Shim or wedge ifEXPIRES: 12/31/2015 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 8.Thu design is furnished subject to the limitations set form by B.Plates shell be located on both faces of truss,end pieced so their center December 10,2015 TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with(olnt center lines. 9.Digits indicate 314e of plate In Inches Mi7ek USA,Inc./CompuTrus Software 7.8.7(1 L)-E W.For basic 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 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x4 ROOF p1&BTR SPACED 24,0" O.C. 2-3=(-69) 49 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" O'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) '« For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL m -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 10.1" Allowed = 0.279" 4-11-04 0-03-12 MAX TC PANEL TL DEFL = -0.043" @ 2'- 8.1" Allowed = 0.419" f < f MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL = 0,000" @ 4'- 11.2" 4.00 L" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor-1.6, End vertical(s) are exposed to wind, Lit Truss designed for wind loads X in the plane of the truss only. ,r:,-11 0 0 N N 1 F .i 2 5 0 M-3x4 M-1.5x3 1 1 1 4-11-04 0-03-12 1 1 1 1-00 5-03 <(.. D P R Ork.6S 2 4t04 � 89200PE T- JOB NAME : POLYGON NW PLAN 7-B NH - E3 6yI�� Scale: 0.5895 U �jy�:.=, ....,-. WARNING8 GENERAL NOTES, unless otherwise noted # ��`�Gr^�'� *.(„ Truss: E 3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for en individual -aFP /t Aa,� lii end Warnings before construction commences. building component Applicability of design parameters and proper % l� A. 2.21,4 compression web bracing must be Installed where shown.. Incorporetbn o/component is the responsibility of the bulldog designer. /6 }.. ! ° 3 Additional temporary bracing to insure stability during construction 2 Design assumes the lop end bottom chortle to be laterally braced et eiliPsi Is the responsibility of the erector.Additional permanent bracing of 2 o c end at 10 o.e respectively unless braced throughout(heir length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BCI. ♦q R(t 4. DATE 12/10/2015 the overall structure Is the responsibility of the building designer. 3.a impact bridging or lateral bracing required where shown++ fl 1 SEQ. : El 5 8 9 6 8 0 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the reepectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for'dry condition.of use. 5.CampuTrua has no control over and assumes no responsibility for the S.Design assumes full bearing al all supports shown.Shim or wedge if EXPIRES: ( ) fabrication,handling.shipment end Matalletlon of components. necessary. 12/31/2015 6.This design b furnished sub)ect to the limitations set forth by 7.Designassumesbe adequateothlfcek provided. December 10,2015 8.Plates melt be ith Join on both feces of Wss,and placed so their center TP1/WIGA In SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Diggs indicate size of plate in inches. MiTek USA,Inc./CompuTNs Software 7.8.7(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1058(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF p1&BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF kl&BTR SPACED 24.0" O.C. Design conforms to main windf once-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"00. UON. 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 = 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 LION. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 -/ 12 4.00 Milli ti 0 0 N 2 I NIin 9 M-3x4 b b b 1-00 5-03 ��cEp P R OFFS `x •89200PE 9< JOB NAME : POLYGON NW PLAN 7—B NH — E4I" i -. • • Scale: 0.7524 � WARNINGS: GENERAL NOTES, ";:e., (7 OREGON unless otherwise noted: €� �Ilc /� 1.Builder end erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown end is for an indNidual �� Y t {� �� Truss: E 4 and warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. /�.. +Qy 3.Additional temporary bracing to Insure stability during construction 2.Design...canoe the top and bottom chords to be laterally braced at R R10- 2. l VV N the reaponeibility of the erector.Additional pennenent bracing of 2'o.c.and at 10'o.c.ras sly unless braced throughout Meir length by t„ l.4 continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or labral bracing required where shown++ S E Ni 55 8 9 6 8 1 4.No load should be applied to any component until after all bracing and d.Instalbson of truss b the responsibility of the respective contractor. EXPIRES: t'3 /Q}'{/ /� 4' fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are b be used In a non-corrosive environment GX P(RS; G�x,1`i ZU design loads be applied to any component. end are for•dry condition•of use. 15 TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibinty for the 6.Design assumes Wlbeedgetallauppobahown.Shmo edge if December 10,2015 fabrication,handling,shipment and installation of components. necessary. 7.Plates hall be assumes adequate both faces drainage is buss,and This design is furnished subject to the limitations set forth by S.Plates shall ba located on both feces of buss,and placed so their center TPI/WTCA in SCSI,copies of which will be burnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CGmpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1963(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/4' Center plate on joint unless x,y p y (Drawings not to scale) offsets are indicated. I Damage or Personal Injury Dimensions are in ft-in-sixteenths. ii� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. IBEEIIIMESIIIIQ.Tj�d 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I AlliV7Ent O •• p bracing should be considered. I � O Ai 6 3. Never exceed the design loading shown and never rL O stack materials on inadequately braced trusses. i O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 c6-� C5-6 designer,erection supervisor,property owner and plates 0-14g' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ,Fil' Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but © 16.Do not cut or alter truss member or plate without prior 2012 MiTek®All Rights Reserved approval of an engineer. ■MM■ reaction section indicates joint - number where bearings occur. 17.Install and load vertically unless indicated otherwise. 0__ Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable .-=_--. • environmental,health or performance risks.Consult with Industry Standards: project engineer before use. Mil ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is sufficient. BCSI: Building Component Safety Information, lie 6 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