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Plans (51) /i4 M111 l � rIC U SCJ ‘res--c MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 0) PROF4 ��� �NG1 NSF 89782PE r' RY15,f F,Q� '°AUL Ck\J 1 Fes,,�=— August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 lD:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS 1 1-0-0 1 P-5-6 I I 1-2-0 1 1_1},M:i-I Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e e o - o o a o o _- o '_ •• _ i Nk_/, N, / o 9 O O 'e O O O o e 2 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 II 3x5= 3x5-- 3x5 3x5= I 7-0-14 17-7-14 18-2-14 I 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [8:0-1-8.Edge].[19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Ina NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=2423/0, 10-11=1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 'c��� P R�F`sc,1 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 V\CD , GI N4. �o Un'rformVLoads(plf) �, $ $ZPE "7 Vert:16-24=-8,1-15=-80 • Concentrated Loads(Ib) Vert:2=-674(F) • '1111...? • • NW 94/5).R ON r"Q ", 'qRy 15''22 F,�' Rk 'AuL 9'� 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 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 shownMill A is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSS-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 rite=Hri0htc CA 95F111 Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39x]I1 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 I I 2-6-0 1 Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 I I 354= 1.5x3 II 3x4= 1.553 II 1 2 3454= 4 5 6 7 8 e e r e- e a e. \ N — e O e\ O -o- . ® J 4110, 1 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 II 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12312 1 13-8-4 1 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/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress lncr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '<cs& P R pfiFSd' rN5 NGINEF'Q WO Z, 29 `� 8`'782PE v _ 57/L OREGON Pt ,,o UL NI EXPIRES: 12/31/2016 August 7,2015 • 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based 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 1111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,055-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hni5htc CA ewtn 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?ZVgaool aDG3yqBiQ I 2-6-0 I d I 1-2-0 1I 0-8-14 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4 = 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 • o- • ce i 011i ill.1111111111111111....1.....1111111.°-...--IIIIIIIIIIIIIIIIIIIIIIII N - : o- o Q -0 • 14 13 12 11 10 3x4= 3x6=1.5x3 II 1.5x3 II 3x6 = 3x4= I 5-10-2 1 6-5-2 1 7-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edge].15:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �,¢EO• PROFFS C�c�<�NGiNEF9 wt., 4. 89782PE • • NM 9ti OREGON'12 (4:r.Q it IN ,c4 EXPIRES: 12131/201 6 August 7,2015 il1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2019 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 M-Tek° 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 Satety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:itnx Hei1htq CIA QSA10 Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber Si Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKDtyJvgB-U_WJOxZBjokyffsSGMIm6rT v91TEGtylhJmpVygBiP 2-6-0 I I 1-8-6 1 1 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 i . 11.1111111 m e O D \ s • N O . . D 0 1 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= I 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.Edge].[5:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 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 BOLL 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. �(<- ..k),Ep. PAOFe0 �c\� �N['INEF'7 -� k' =9782PE v 577 OREGON o^h Q -'7,, �gRY15,ir 2�Q' PAUL RAJ 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 MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 Citn,s Hei0hta CA 95610 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_WJOxZ8jokyffsSGMIm6rT_I9JyEJXy1 hJmpVyqBiP I 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 e e e- —e 0 N O O O O 1 10 8 1.5x3 11.5x3 I I 3x6 = 3x4= 3x4= 2-3-101 2-10-10 I 3-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edge1.[3:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 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. <c,k0 PROF4- mac. S619 co N INFF/9 X02 89782PE �r — r 7F• EGON '•° Q it 0,04 EXPIRES: 12/31/2016 August 7,2015 __ 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE. . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/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 Citron Hrights CA mese Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:57 2015 Page 1 ID:DFz9p3tCrPAGZnVberKOtyJvgB-yA4hbHam USspGpReg3G?e203v2YjzhM5FL3JLyygBiO 2-x0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I 1-2-0 1 1 1-4-0 I 1-6-0 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 o o e / o 271, ' • N e e e e e e e 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4= 12-10-12 I 4-10-12 5 5 12 -0-12 11-8-12 12-3-12 15-11-12 4-10-12 10-7-0 0-7-0 I 5-8-0 0-7-0 10-7-0 I 3-1-0 I Plate Offsets(X.Y1— f7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/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=697/0-44,11=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. no PR Oleo GINE- R /(7 2 89782PE r ........a . ."► ' . 41111111, ' .9 OREGON �,1"Q -7,,, �q y 15'2!�� EXPIRES: 12/31/2016 August 7,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 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 A erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' ek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 (:itn,s Hright,C.A<ARin Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guz0gOnnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 1 I 1-2-0 1 1 0-8-14 1 1 9-6-0 1 Scale=1:17.6 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 1 2 3 3x4= 4 5 6 e o e ° 0 N c _ O O O ° 11 10 9 8 1.5x3 11 1.5x3 11 3x6= 3x4= 3x4 = I 2-0-141 2-7-14 1 3-2-14 9-44 1 2-0-14 0-7-0 (L7-0 6-1-6 Plate Offsets(X.Y)— I2:0-1-8.Edael,f3:0-1-8.Edae] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.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. <��O® P R OFF6s ' GINE'NEF, /'0'2 ..19 89782PE 9r XII y •AEGON o� Q' ,� ��q RY A6,2<Q, �`r PAuL 'k`� EXPIRES: 12/31/2016 August 7,2015 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,D5B-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 Hrightn,CA 4%1n Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264 UPPER F08 Floor 2 1 ''.. Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 I I 1-2-0 I I 0-9-8 I 2-3-0 I I 2-3-0 1 1 1-2-0 1 1 0-8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I 14x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e e / e e/,\ e / :, a T7- 0 r e e a e e e e e° 1 16 15 14 13 12 �_ 3x4= 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 i-5-1216-0-12 1 11-8-12 12--121 1 16-4-4 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.Y)— [7;0-1-8.Edge].[12:0-1-8,Edge1.115:0-1-8.Edge],[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DE FL. in (loc) 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. <<1 O PRo1 cNo �co NGI NEER /0* 89782PE r .mid• • Iii `iC9,L •REGON �� 1.4 �'1FY A5,r? � AULNI P9k" EXPIRES: 12131/2016 August 7,2015 It la— 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 MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 Clinic Heights,CA gwin Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 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 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MIIgEJcfn0EO7HADVCgiGheXZnbxA2zXyJH_yHygBiL 2-6-0 I 2-1-12 I I 1-2-0 110-9-8 1 2-3-0 I I 2-3-0 I I 1-2-0 I Kr121 Scale=1:28.2 4x4= 1.5x3 I I 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 II 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 0 o e I0000000000000_.:. I ir •••• a i N illi ®• f ►/ e JWxJ 1�� 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 15-5-12 15-0-12 1 11-8-12 12-3-121 I 16-2-8 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 -e•ffsets XY— 7.0-1-8 Ed.e 1 'I- -8 Ed.e 15:0--; _the 16:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-2402/0,4-5=-2402/0,5-6=-2764/0,6-7=2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 'g-D. PROFF 44., -7 .,.NA GINE. (S 7 8.782PE r 7 OREGON ooh Q' V,9 �'9RY Ab, ‘4 �,Q' 'AUL r'�J EXPIRES: 12/31/2016 August 7,2015 I ®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 M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 Hni0htc CA 9591n Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y I 6-4-8 ( dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury I ' Dimensions are in ft-in-sixteenths. ii:b‘, 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. -1/16" 2. Truss bracing must be designed by an engineer.For wide spacg,individual aeaes hmv LI I l illijA it sign loading shown and never 3. Never exceed the demay require bracing,dior alternativetTori c _ bracingtruss should beinconsidered. 1-� O � stack materials on inadequatelylbracedral trusses. seles r(1-5 4. Provide copies of this truss design to the buildingte For 4 x 2 orientation,locate '� a6-7 C5-6designer,erection supervisor,property owner and plates 0-14a' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint .—..., required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Indicated by symbol shown and/or peciall fie�ects,equal to or better than that s 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, BEARING or less,if no ceiling is installed,unless otherwise noted. .."- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member orplate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. all NIB 11114 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,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, I\/1 li I 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 Re: 7-A GE AT GARAGE 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: K1345829 thru K1345848 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©pex, �5 �NGVN�ic ✓� ,w 89782PE (14RY A4UL RE : 1 X16 August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. IC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=29.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD= 42.0 PSF Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UO9. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-03-09 8-03-09 < T T 12 IIM-4x9 12 19.00 7 3 N 19.00 AI1IIIIL. , o 1 0 p M-3x4 M-3x4 �), ), b .4' t.\ lN, 3.> 1-00 16-06-08 1-00 \ - v :9782PE r-.. JOB NAME : POLYGON NW PLAN 7-A NH - Al i Scale: 0.2641 , -' - WARNINGS: GENERAL NOTES, unless otherwise noted: mREfaf}N �. 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and a for an Individual QN. Truss: Al and Wamingsbefore construction commences. building component.Applicability ofdesign parameters and proper �"� CL. 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. �/�Lj y ,�r 3.Additional temporary bracing to Insure stability during construction 2.Design atIassumes the top and bottom chortle to be laterally braced et I. TT \S�ja. is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.each as ly unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � PAUL 1 L '`\ DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• V SEQ.: K 13 4 5 8 2 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the are to sibe illi used the^onpective ielve nvconrmenl, fasteners are complete and at no time should any mads greater than Design assumes TRANS ID: LINK des gn loads be applied roany component. and e^esumeful bag"of use.supports wedge 5.CompuTmshas nocontrol over andassumesnoresponsibility for the 6.nets full tellsu rtsshown.Shlmorwetl if EXPIRES: 1213'112616 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI7ATCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1D.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design preparedLUMBER-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #10BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1- 3=( 0) 86 2- 6=(-74) 485 3- 8=(-270) 278 WEBS: 2x4 KDDF STAND 2- 3=(-704) 207 8- 6=(-70) 363 8- 5=(-270) 530 LOADING 3- 5-1-546) 278 8- 5=(-270) 278 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4- 6-(-704) 278 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-700) 207 OVERHANGS: 12.0" 12.0" TOTAL LOAD= 42.0 PSF 6- 7=( 0) 86 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" -149/ 809V -292/ 292H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11__ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. e'OND. 2: Design checked for net(-5 psf) nolift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 8-03-04 8-03-04 f fMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1. 4-03 9-00-09 A 4-00-04 4-03 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f ,rMAX LL DEFL = -0.002" @ 17'- 6.5" Allowed = 0.100" T MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.019" @ 10'- 0.2" Allowed = 0.387" 12 12 M-9x6 MAX BC PANEL TL DEFL - -0.047" @ 3'- 9.1" Allowed = 0.498" 14.00 14.00 4.0" 4 MAX HORIZ. LL DEFL = 0.006" @ 16'- 1.0" 11�O -Yf MAX HORIZ. TL DEET. = 0.009" @ 16'- 1.0" 1 -h Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 ~ o Pi I B �- o 0 M-3x4 M-3x8 M-3x4 0 y 6. 8-03-04 8-03-04 y �,p PR 0,r 1-00 16-06-08 1-00y ',4 ._y; ��N ,� c/ ... • 89782PE fir' JOB NAME : POLYGON NW PLAN 7-A NH - A2 am/ �j' - Scale: 0.2614 WARNINGS: GENERAL NOTES, unless otherwise noted: _ Truss A2 1.Balder and erection contractor should be advised of all General Notes 1.This design w based only upon the parameters shown ands for an ndrvdual ;"` OREG• ON and Warnings before construction commences bolding component Applicability of design parameters and proper fl Gt71Jt11 2.2t4 compression web bracing must be installed where shown+. incorporation of component s the responsibility of the bolding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � A ti.. , DATE: 8/10/2015 s the responsibility oftheerector.Additional permanent bracing of 2oc and at 1V o.c.respectively unless braced throughout their length by [,� '''1 T the overall structure Is the respons bully of the building designer. continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). !� \ 3.Installation tioct bof ting is thterelbracingty of the whereshownta PA 1 F _ SEQ.: K1345830 4.Namaashaumbeapplied many rAmpanentuntil arteranbroeingand 4.Installation of trues is theresponsiblGtyoftherespectiveconfraMor. 1.1 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a nonconoslve environment TRANS ID: LINK design loads be applied to any component, and are for"dry oondieor"of use. 5.CompuTrus has no control over and assumes no responsibility for the a necessary. hill bearing at all supports shown.Shim or wedge if n { fabrication, 6 handling shipment and installation of components. ry' EXPIRES: �L/�1!Y]/•G.p fi.This design is Nrnnhe0 subject to the limitations set forth by 7.Design assumes adequate drainage is provided. C J JGV I B.Platessincilewebncenerhra«earo-aaa,anawaaeasomeboemer August 10,2015 TPIANtCA In BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits Indicate sae of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6136) 1370 1- 6=(-B69) 3722 2- 6=) -630) 2990 2- 3=(-4064) 1042 6- 7=(-868) 3740 2- 7=(-1886) 570 BC: 2x6 KDDF #1&BTR WEBS: 2x4 KDDF STAND; LOADING 3- 9=(-4064) 1042 7- 8=(-778) 3740 7- 3=(-1494) 5772 2x9 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6136) 1370 8- 5=(-779) 3722 7- 4=(-1886) 570 256 KDDF #2 B TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 16'- 6.5" V 8- 4-) -630) 2990 BC UNIO LL( 414.1)+DL( 301.6)- 715.6 ALF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT <= 12"00. UON. gEAAING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEINIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBRC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625) O 16'- 6.5" -1450/ 6998V 0/ OH 5.50" 10.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"5.131 DIA GUN nails staggered at: ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 top chords, 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 sow(s) throughout 2x4 webs, MAX LL DEFL = -0.039" @ 4'- 5.2" Allowed = 0.781" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.079" @ 4'- 5.2" Allowed = 1.042" MAX HORIZ. LL DEFL = 0.019" @ 16'- 1.0" 8-03-04 8-03-09 MAX HORIZ. TL DEFL = 0.029" @ 16'- 1.0" 4-06-15 3-08-05 3-08-05 4-06-15 Design conforms to main windforce-resisting T f fsystem and components and cladding criteria. 12 M-4x10 12 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 19.00 VN 19.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.0" load duration factor=l.6, 3 Truss designed for wind loads Ain the plane of the truss only. Alki\ M-3x6 M-3x6 z -_ I,® 411k 111 o l 6 7 8 o M-5x10 M-3x8 ' M-7x10 M-3x8 M-5x10 Io * �4 PROFF y 4-05-03 y 3-10-01 y 3-10-01 y 4-05-03 co ���c,�/0- + 16-06-08 ' 89782PE mac"' Ae JOB NAME : POLYGON NW PLAN 7-A NH - A3 / AO" 0.2332 - ,_____ -- --.-..--- WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON y� 1 Balder 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 9/�• ^ ate. Truss A3 and Wamngs before constructon commences. balding component Applicability of design parameters and proper ,,d) 'f(/� p� 4 fje • 2.2s4 compression web bracing must be installed where shown+. coign anon of component is e sPonds to of the building ddsigner. • '7 V-RV' A ,i e- - 3 Additional temporary bracing to Insure stability during construct on 2.7 o.c.assumes at 10 Me top and bottom chords to be lroerelty braced et aT i -1*(J+' is the responsibility of the erector.Additionalpermanent bracing of 2 nti and shin.such as plyod unless eacedt)TE)and/or theirwall)E).h by v ill continuous sheathing such as plywood sheathing(TC)enNor tlrywell(BC). � AA.�L ��' DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2c Impact bridging or lateral breGng required where shown++ SEQK13 4 5 8 31 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q• fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used in a noncorrosive environment design loads be applied to any component. and are for'My me cone bon•of use. TRANS ID: LINK 8.Design assumes ullbearing a[all supports shown.Shim orwedge if 'EXPIRES: 1213'112016 5.CompuTrvs has no control over and assumes no responsibility for the necessary. } EXPIRES: L{�7 ILIJ V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design Is fumished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPINJICA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate stye of plate in inches. MiTek USA,Inc./CompoTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spaonvg. TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING TCDLBC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.3ft, osed .2,BCOL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UOO. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. Ref Rx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-06 3-06 T 1' 12 12 14.00 7 1114-4x4 2 14.00 A, o f 1 IIIIIL -7o �� S� O 0 M-3x4 M-3x4 y 7-00 y 89782PE Fre JOB NAME : POLYGON NW PLAN 7—A NH — B1 • Scale: 0.5570 `� —J WARNINGS: GENERAL NOTES, unless otherwise notetl �— —` Truss: B1 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an ndfoldual .yam O REN'v©A' and Warnings before construction commences. building component Applicability of design parameters and proper T,/�� fl l7 t'Y 2.2x4 compression web bracing must be installed where shown♦. Incorporation of component k the responsibility of the building designer. ff 3.Additional temporary bracing to Insure stability during 2.Design assumes the re d bottom chords to be lateral braced al ,Q p},� • dy rg construct on top laterally - . `TS 7 1 ,'4�� DATE: 8/10/2015 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectNh as ply unless braced throughout their length byYr _( the overall structures the responsibility of the building designer. continuousshging or laterlbaGng resheathhee shown tlrywall(BC). �` SEQ.: K1395832 4.Nob edshould beapplied toen3.2xlmpactbdgngorthere brecingrequretlwhereshown++ y 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 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.CompuTrus has no control over and assumes no responsibility br the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. �„XP'C3I�.G*_. 12/31/2016 !/7/41 6.This design Is tarnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. h 7!�-lTLJ L�7 1/G V TPIMTICA in BCSI,copies8.Pielines c coincidecbe located on center faces of truss,and placed so their center August 10,2015 which will it furnished upon request. Plat sshallohjoint centerlines. 9.Digits Indkete sae of MiTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-19813(Welt) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 24'— 0.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 KD Design conforms to main windforce—resisting BC: 2x9 BTR; SPACED 29.0" D.C. system and components and cladding criteria. 2x9 DFel#1&BTR B2 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall DON. 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. 12-04-04 12-04-04 '1 T 1' 12 IIM-4x4 12 7.00 p2 Q 7.00 1.1 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS 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 DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. N 1 O ` I 'JIL _ FF _� , 0 - „„„,,,,i,,,,,„ii„„„,,,,,,,,�„„,„,,,i,,,,,,,,,,,,„i„,,,,i,,,,ilii,u„,u,--„cu„,,,„„i,,,iu,,,.,,,,„„„,,,,, „„„,,„„mill,,,,,,,,,,,,,,,„„,,,,,,,,,,,,ills„7 4 o M-3x5(S) o M M-3x9 -3x4 10-00 y 14-08-08 y •Q,0Q PROF¢ ,�y y 24-08-08 ,l .e V`'G'N��� Ul^ . 9'782PE ' • JOB NAME : POLYGON NW PLAN 7-A NH - C1 �/ __ Scale: 0.3090 WARNINGS: GENERAL NOTES, unlessotherwlse noted: I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands br an individual '9�,OREGON o Q,. Truss: Cl and Warnings before construction commences building component.Applicability of design parameters and proper f_ 1, 2 2 2x4 compression web bracing must be Instatled where shown+. resign assumes of the pent Id the responsibility a the building ed at designer. 9 V' 7 1 3 Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 9 is the responsibility of the erector.Additional permanent bracing of 2'o c.and al l0 o.c.respectively as plywoodly unless braced ihro(errdl their length by continuous sheathing such as sheathing(TC)and/or drywall(BC) �� -,_ , -, DATE: 8/10/2015 the overall structure is the responsibitly of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ V SEQ.: K 13 4 5 8 3 3 4.No load should be applied to any component until ager aN bracing and 4.Installation of truss Is the responsibility of the respective contractor. • 5.Design assumes trusses are to be used in a noncorrosive environment, fasteners are complete and at no time should any meed greater than design mads be applied to any component and are mr'dry condition'of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the a oecesse ssumes NII bearing M all supports shown.Shim or wedge If EXPIRES: 12/31120"16 7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 1 0,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIM/fCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2855) 608 1- 7=(-473) 2459 7- 2=( -195) 1460 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1190) 335 7- 8=(-466) 2401 2- 8=(-1691) 453 3- 4=( -987) 311 9- 9=(-199) 1225 8- 3=( -172) 678 LOADING 4- 5=(-1544) 313 9- 5=(-198) 1227 8- 4=( -556) 202 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-( 0) 57 4- 9=( 0) 326 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LL - 25 POE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spaciflg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed = 1.190" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed - 1.586" MAX LL DEFL - -0.002" @ 25'- 8.5" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ 25'- 8.5" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.077" @ 24'- 3.0" MAX HORIZ. TL DEFL = 0.126" @ 24'- 3.0" 12-04-04 12-04-04 T Design conforms to main windforce-resisting 5-10-12 6-05-08 5-03-07 7-00-13 system and components and cladding criteria. f T T T f 12 12 Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-9x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 3 ^`p' in the plane of the truss only. lij M-3x9 M-3x6 a,, z ee 0000011111 M-3x5 6166... rn M-5x6 o N a• rt Hca o 1** "5o II B 9 M-5x10 M-1.5x3 M-3x4 1 0 a 3.50 3.50 12 12 b .6 b y J' 5-09 5-03-08 6-07-03 7-00-13 y 5-09 y 5-03-08 y 13-06 1-00y ;?;,VO PRQrE k 24-08-08 89782PE I-: JOB NAME : POLYGON NW PLAN 7-A NH - C2 / / Scale: 0.2375 IV ��/ _-- / WARNINGS: GENERAL NOTES, unless otherwise noted: /'!�/ p1 A' Truss: C2 1.Builder and erection contractor should be edssed of all General Nstee 1.This design is based only span the parameters Shown and is for en indiaidvai 'Q LOREG()N and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown 4. Incorporation of component s the responsibility of the building designer. �jj Q• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at j jM i4 tJ: �� is the responsibility of the erector.Additional permanent bracing of 2'o c.and at ig o.c.rawectNely unless braced throughout their length by /' 7 DATE: 8/10/2015 the overall structures the responsibility of the building designer. continuoussheam ng suchasplywooduired where tlrywall(BC). j: PA,_j �`�a 3.2a Impact bridging or lateral bracing required where shown+e • U SEQ.: El 3 4 5 8 3 4 4.No load should be applied to any component until alter all bracing and 4.Installation of is the responsibikly of the respective contractor. fasteners are complete and at no brae should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK oesign made be applied b any component. and are tar do candgion of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Desies ssumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/ 01 fabrication,handling,shipment and installation of components. ry 8.This design Is furnished subject io the limitations set forth by 7.Design assumes adequate drainage Is provided. B.Plates shall be located on both faces of truss,end placed so their center August 10,2015 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size or plate in Inches. to.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 EDIT #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-2890) 810 1- 7=(-543) 2985 7- 2=) -239) 1975 2x6 KDDF #15BTR T2 SPACED 24.0" O.C. 2- 3=(-1185) 519 7- 8=(-534) 2926 2- 8=)-1650) 445 BC: 2x9 KDDF #15BTR 3- 4=( 0) 0 8- 9=(-387) 1249 8- 3=( -217) 641 WEBS: 2x9 KDDF STAND LOADING 3- 5=(-1025) 424 9-10=(-386) 1245 8- 5=) -547) 364 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1540) 527 10- 6=(-427) 1224 5- 9=( 0) 232 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24" OC TON. FOR 0'- 0.0" -241/ 1057V -126/ 128H 5.50" 1.69 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 2.5" -17/ 365V 0/ OH 131.00" 0.58 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 1084V 0/ OH 131.00" 1.74 KDDF ( 625)1I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. M-1.5x9 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 vertical members (uon). MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed = 1.187" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed = 1.583" Unbalanced live loads have been MAX HORIZ. LL DEFL = 0.079" @ 24'- 8.4" considered for this design. MAX HORIZ. TL DEFL = 0.130" @ 24'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-06-12 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 'f f load duration factor=l.6, 5-10-12 6-05-08 5-02-08 0-00-15 17-05-13 Truss designed for wind loads T f f in the plane of the truss only. 12 I IM-4x4+ 12 12 7.00 4 M-5x6 ' 7 00 Q 7.00 Gable end truss on continuous bearing wall. M-1x3 or equal typical at stud verticals. Refer to speck gable end detail for complete specifications. 0. � M-4x61M lir/ :M-4x9 M-5x6+(S) ,o 0 M-3x6 1 2 2; n4 m t ee N M 3x5 , o M-Sx6 �0 1` Cr 1 8 9 10 I M-5x10 M-3x5 M-3x6+(S) o o a 3.50 3.50 I - M-3x4+ 12 12 ��tJ PR� e 5-095-03-08 6-07-03 6-06-13 10-11 ..,`� �NAGINE - / y y y y 'Z 5-09 5-03-08 24-01 1, 00y 4 y -- :,9782PE E 1" 35-01-0e 1-00 • _/ JOB NAME : POLYGON NW PLAN 7-A NH - D1 �/ - - , Scale: 0.1790 {pe, WARNINGS: GENERAL NOTES, unless otherwisenotetl -Fr-- ,,,,ti ,• OREGON(�.� Q,. 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 �` v Truss: Dl and Warnings before construction commences. building component.Applicability of design parameters and proper �� 2 2z4 compression web bracing must be installed where shown e. incorporation a 6component Is the responsibility of the building designer. mss. 3.Additional temporary bracing to insure stability during construction 2.Design the top and bottom unlchoess brads ced o be laterally braced at �r is the responsibility f the erector.Additional I bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty a permanen g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the balding designer. 3.Zr Impact bridging or lateral bracing required where shown.. 4.Be load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. E1�/ p �+ SEQ.: K13 4 5 8 3 5 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are obs used In a noncorrosive environment C/i P I R EJ. l/-37:1:4-:2i)'!--;6 �,{/�y ��s TRANS I D: LINK design loads be applied to any component Desiand gn assumes ill bearing"of use. p W wedge i C G { '1 G 11 5.CompuTrus has no control over and assumes no responsibility for the 8.Deems hill beadn l ag supports shown.Shim or we f August 10,2015 ss-, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPIIWTCA in 5151,copies of which wall be furnished upon request. lines coincide with joint center lines. H.Digits indicate see of plate In Inches. MiTek USA,Ino./CompuTres Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1- 3=(-9985) 838 1- 9=(-657) 3798 8- 9-( -303) 2203 11- 6=(-251) 211 WEBS: 2x4 RODE' STAND SPACED 29.0" O.C. 2- 4=(-1566) 489 8- 0=(-234) 3711 2- 3=(-2221) 480 3- 9=(-1516) 448 9-10=(-239) 1697 9- 3=( -21) 320 LOADING 4- 5=(-1505) 452 10-11=(-216) 1597 3-10=( -671) 259 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE' BC LATERAL SUPPORT <= 12"OC. UON. 5- 7=(-2348) 509 11- 7=(-359) 1912 10- 5=( -275) 1096 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2348) 510 10- 5=( -657) 256 TOTAL LOAD = 42.0 PSF 5-11=( -51) 494 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -215/ 1475V -232/ 232H 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625) �COI.rD ��_g h i f t( Rsfl 1 ft 4 9• VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.206" @ 5'- 9.0" Allowed = 1.710" MAX TL CREEP DEFL = -0.412" @ 5'- 9.0" Allowed = 2.281" MAX HORIZ. LL DEFL = 0.127" @ 34'- 8.0" MAX HORIZ. TL DEFL = 0.211" @ 34'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. 17-06-12 17-06-12 fWind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-10-12 5-05-09 6-02-12 5-08-06 5-08-06 6-01-15 f (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), 12 f fload duration factor=1.6, Truss designed for wind loads 7.00 M-4x6 12 in the plane of the truss only. Q 7.00 4.0" 4 447( . M-5x6(5) �1 M-5x6(S) 0.25" 0.25" 3 O �• O M-3x8 M-1.5x3 Alsolissiossz 41111111110116100 0 M-3x8 see 0 I M 5x8 0 1** 9 10 1 0 o =M-6x6 0.25" 11 **7 0 M-3x4 M-3x5 I ..3.50 3.50 C,.. M-5x8(5) o 12 12 J' b y y y y p' 1' 5-09 5-03-08 y 6-06-04 8-07-07 8-11-05 4t��Q �)!lo��`S 5-09 5-03-08 y (.- �NGIN��A �- y 24-01 • 35-01-08 !, .4t-'- 89782PE r•"• JOB NAME : POLYGON NW PLAN 7-A NH - D2 . / Scale: 0.1739 WARNINGS: GENERAL NOTES, unless otherwise noted • �- Truss D2 1.Builder and erection contractor should beadvised stallGeneral Notes 1.This design Is based only upon the parameters shown ands for an individual OREGON and Warnings before construction commences. bid'ng component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. Incorporation of component Is the respons b llty of the building designer. �f` P 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , 7� V,�'ir �. I 'y� s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ea o.c.respectsely unless braced throughout their length by ,T Y•VY. DATE: 8/10/2015 the overall slmaare eche responsibility of the building designer. continuous sheathing such as plywood sheethng(TC)and/or drywell(BC). \ 4.No load should beapplied to an 3.2a Impact bridging or lateral bracing required red whpshown a a PAUL i SEQ.: K1345836any until ager all and 4.Installation of truss is the responsibility of the respectivecontrador. (J fasteners are complete and at no time should any loads greater than 8.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"oruse. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes MI beating at all supports shown.Shim or wedge if fabrics!Ion,handling,shipment and Installation of components. necessary. EXPIRES:.12/31/2016 8.This design Is tarnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. TPIMRCA in SCSI,co8.Plates ncil be with on both feces oftruss,and placed w their center August 10,2015 pies of which will furnished upon request lines coincide located Joint center face nes. 9.Diggs indicate sloe of plata in Inches. MiTek USA,Inc./CompuTms Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 RIDE#1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 POE load duration factor=l.6, Unbalanced live loads have been TOTAL LOAD = 92.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 POE Ground Snow (Pg) Gable end truss on continuous bearing wall UO1. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-06-12 17-06-12 Tf T 11-08-09 5-10-03 5-10-03 11-08-09 I T I I 12 IIM-4x9 12 7.00 p 301 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS 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 DUE TO THE LACK OF LATERAL BRACING M-3x5(s) M-3x5(S) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR E DSITHE LABRAG TH CONNECTTHIONESATUATION.COMPETENTTERAL PROFESSIONAL ISHINGEVICE AD MUST BE OBTAINEDGNOF RELATIVE TO THE PROPERCINTO LATERAL RACING TO THE HINGE CONNECTION SITUATION. 4 O 0 2 �IN M-3x5(5) M-3x4 M-3x4 • P R Ore 17-06-12 17-06-12 `C7 lN�� /1, 1-00 35-01-08 444 89782PE <--- JOB NAME : POLYGON NW PLAN 7—A NH — D3 Scale: 0.2319 � �/ -`_____- . WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Builder and erection contractor shouts be advised of all General Notes 1.This designs based only upon the parameters shown and is for an IMeddual V R GON�r� Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper V ex incorporation of component is the reapona b lky of the building designer. F1 2.2x4 compression web bracing must be installed where shown+ 2.Design assumes the top and bottom chords to be laterally braced at 'j`.' :„...1 3.Additional temporary bracing to insure slab Iky during construction 2 o,c,and at la o.c respectNey unless braced throughout their length by /� .. Ie the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). � PA LI L '''' DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE Ki3 4 5 8 3 7 4.No bad should be applied to any component until after el bracing and 4.Installation of truss Is the responsibility of the respective contractor. Q•: fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, designloads be lied 10 anycomponent. end era for'dry condition'of use. EXPIRES: TRANS ID• LINK pPover assumes 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 � �� �1 5.CompuTrus has no control over ant assumes no responsibilky for the necessary. 4 e fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 6.This design is furnished subject to the limketlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIA TCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digks Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(tL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2309) 503 1- 8=(-348) 1971 2- 8=(-225) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-2088) 501 8- 9=(-216) 1658 8- 3=( -45) 460 3- 4=(-1496) 451 9-10=(-214) 1569 3- 9=(-640) 253 LOADING 4- 5=(-1495) 450 10- 7=(-359) 1902 9- 4=(-282) 1122 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2109) 505 9- 5=(-653) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2336) 509 5-10=( -50) 483 ** For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF 10- 6=(-251) 211 LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 1470V -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 1470V 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 nsf) uplift at 24 "cc soacijtg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.098" @ 17'- 5.2" Allowed = 1.704" MAX TL CREEP DEFL = -0.199" @ 17'- 5.2" Allowed = 2.272" MAX HORIZ. LL DEFL = 0.045" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria- 17-05-04 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-00-07 5-08-06 5-08-06 5-08-06 5-08-06 6-01-15 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ff fload duration factor=1.6, 12 T f Truss designed for wind loads M-4x6 7.0012 in the plane of the truss only. Q 7.00 4.0" 4 ,h/ M-5x6(5) •N M-5x6(5) 3.1' 0.25" 0.25" 3 09 * +E M-1.5x3 )ilopo,,M-1.5x3 2 .+ +. lir rn O u o II 1`� 8 9 0 , a o M-3x5 M-3x4 0.25" M-3x4 M-3x5 *«7 0 o M-5x8(5) y . ,,0:).� p R - 8-10-11 y 8-06-09 y 8-06-09 y 9-00-03 y GI,N y 35-00 JOB NAME : POLYGON NW PLAN 7-A NH - D4 Scale: 0.1922 �r,/, te'F / - WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: D4 1.Bolder and erection contractor should be advised of all General Notes This design is based only upon the parameters drown and Is for an lndNdual -#> OREGON . and WarNngs before construction commences. building component.Applicablity of design parameters and proper - / • •OREGON I L 2.2v4 compression web bracing must be installed where Sown incorporation of component is the responsibility of the building designer. (// 3.Additional temporary bracing to insure stability during constructor 2.Design assumes the top and bottom braced to dbet Iaterao braced at �/x `i� y� .t�* �� is the responsibility of the Octeor.Additional permanent bracing of 2 o continuous and a110 o c raspectrvely unless 1111 9(roughout their length by IY/ 7 1 DATE: 8/10/2015 the overall structure is the responsibilty of the building designerImpact lteralbas acing requirede where shown F� � � 4.No load should be applied to any3.2v Impact bridging or lateral bracing where shown«+ SEQ. : K 13 4 5 8 3 8pplieo time component until bads all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design made ba applied to any component, and are for dry condition of use. 5.CompuTrus has no control over and assumes no responsibility for the 6 Design assumes full bearing at a0 supports shown.Shim or wedge if C�v/ cy )��jj yt)�7�//�� r fabrication,handling shipment and installation of components. 7 necessary. ChP��"E"J; 2/J IJ'G V1-V' B.This designs furnished subject to the limitations set forth by 0.Plates^assumesatledon drainage is truss. Augur 10,2015 e.Plates iso be located center faces of truss,and placed so their center TPUINfCA in BCSI,copies of which will be famished upon request. lines coincide with Joint center linea. 9.Digits Indicate slue of plate In inches. MiTek USA,Inc./CompUTNs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). ICONS. 2: Design checked for net(-5 osf) uplift at 24 "oc snacihlg. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 considered for this design. MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" JT 1: Heel to plate corner = 4.25" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed = 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" 1' ,r 'r MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 9.50 system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. o o I CDm C /- 'I I �� ►�5 M-3x8 M-3x8 M-3x5 1 1 6-03-04 1-01-12 1 1 1 1-00 6-05 1 1 los • ftpPR04. 89782PE ca° JOB NAME : POLYGON NW PLAN 7-A NH - El /i ' ' Scale: 0.5166 -_ WARNINGS: GENERAL NOTES, unless otherwise noted: p p'� A' �" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an Individual • '7 OREGON Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper n 2.254 compression web bracing must be nstailed where shown« incorporation of component s the respons b lily of the building designer. • -• V 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at •�9. RY . T o c and at 10 o c respectNety unless braced throughout their length byrn is the responsibiRly of the erector.Additional permanent bracing of contlnuoua sheathing each as plywood sheatmng(TC)andlor Orywall(BC). � L ik` DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown SEQ.: K 13 4 5 8 3 9 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respectNe contractor. fasteners ars complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. #I��jq�.} TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes ssumes all bearing at all supports shown.Shim or wedge if .EXPIRES: RGf3 l 2016 spans y necessary. + EXPIRES.: G/a7 ILV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed Sc their center TPIM?CA In BCSI,copies of which will be furnished upon request. line coincide with joint center tins. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompwTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" TC: 2x9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4 /Cg=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-196 62 1-9=(-100) 137 2-4=(-2-9=(-206) 161 SPACED 24.0" O.C. 2-3=( -26)) 12 4-5=( 0) 0 WEBS: 2x9 DF STAND; 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 BC LATERAL SUPPORT <= 12"01. DON. PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) Unbalanced live loads have been 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) considered for this design. LL 25 PSF Ground Snow (Pg) JT 1: Heel to plate corner = 9.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL iCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacihg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed - 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 MAX f f MAX HORIZ. TL DEFL - 0.001" @ 7'- 2.2" 12 4.50 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), M-3x4 load duration factor=1.6, 2 End vertical(s) are exposed to wind, Truss designed for wind loads �I in the plane of the truss only. 0 ti oI M /- 1 1101111111111111111 o M-3x8 M-3x8 M-3x5 y b )- 6-03-09 1-01-12 y y )' 1-00 6-05 y y 7-05 't5• . - -.4).c /% 89782PE JOB NAME : POLYGON NW PLAN 7-A NH - E2 � ,-T Scale: 0.5166 WARNINGS: GENERAL NOTES, unless otherwise noted. Truss: E2 1.aulaerand ereamncontracmrenomabeadvised stall General Notes 1.rmadesign iabased 005upon the paramelereshown and mfor anIndividual OREGON and Warnings before construction commences. building component Applicability of design parameters and proper C�/s� 5.) 2.244 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of the building designer. y 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at " �Si�. �_`Filr lb .y�� DATE: 8/10/2015 is the responsibility of the erector.Additional permanent bracing of 20Minuo s ttheath n respeccttivey unless braced throughout the r length by V fhe overall structures the responsbilty of the budding desgner. c r late plywoodre uir a where shown 4 tlrywell(BC). - `. 4.No load should be applied to 3.20 Impact bridging or lateral bracing required where shown++ • 1 SEQ. : K1345840anycomponentuntlafterallbracngand 4.Installation of truss lathe responsibility of the respectNe contractor. • fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used in a non-corrosive environment, - TRANS ID: LINK design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: ry fabrication,handling,shipment and Installation of components. necessary. - CA��L-jC 7.�� �1L(3,1 S.This design Is furnished subject to the limitations set forth by T.Patissgn all be adequateocated onothifat Is truss,aAugust 10,2015 1'LC (J tf'" TPIM?CA in BCSI,copies of which will be furnished uponrequest. 8 tincts coincide with Joint can both lines. ces of truss,and placed so their center p MiTek USA,Inc./CompuTrus Software 7.6.7(10-E B.Digits indicate size of plate In inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(Welk) This ific designLumber prepared & Truss from(DM)computer input by LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-79) 23 1-4=(-68) 60 2-4=(-142) 120 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-26) 12 4-5=( O) 0 WEBS: 2x9 DF STAND; LOADING 2x4 RODE STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -28/ 233V -18/ 48H 5.50" 0.35 ROOF ( 625) 4'- 6.8" -24/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) considered for this design. 'COND. 2: Designshecked for nett-5 psfl uplift at 24 "cc spacchg. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 1: Heel to plate corner = 4.25" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.005" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ 3'- 9.4" Allowed = 0.132" MAX TL CREEP DEFL = -0.014" @ 3'- 4.4" Allowed = 0.176" 3-05 1-01-12 MAX HORIZ. LL DEFL = -0.000" @ 4'- 4.0" MAX HORIZ. TL DEFL = -0.000" @ 4'- 4.0" 12 Design conforms to main windforce-resisting 9.50 U' system and components and cladding criteria. Wind: 190 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 -/ M-1.5x3 z o 000Adlliggl i M-3x8 M-3x8 M-3x4 b 3. 3-05 1-01-12 5 b 3. 1-00 3-06-12 y 3. 4-06-12 s�,tp PROPS /4;, p 89782PE t•'°' JOB NAME : POLYGON NW PLAN 7-A NH - E3Scale: 0.5632 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 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 4-_ p lT Truss• E3 and Warnings before construction commences. building component Applicability of design parameters and proper �� :fr., • compression w2pores on of component s the responsibility of the building designer.2.2t4 cem b bracing must be installed where shown+. 2.Des the to d bottom chords to be laterally braced at • 3.Additional temporary bracing to insure stability during construction Design assumes p an71Plength - Is the responsibility f the erector.Additional t brace f ant.and at l0hin.each as ply pod sbracedthroughoutrheral/IBby k RgUL sponse tyo permanent bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.N Impact bridging or lateral bracing required where shown+r SEQK13 4 5 8 41 4.N41444 should be applied to any component until after al bracing and 4.Installation of truss's the responabihly of the respective contractor. 4• fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used in a non-corrosive environment design bads be applied to any t and are for'art condition.of use. vA cc TRANS ID: LINK gn pP over and assumes 8.Design assumes full bearing at all supports shorn.Shim or wedge if EXPI ES: 12/31/2016 5.CompuTms has no control over and assumes no responsibility for the necessary. } E h E- RES fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIAAECA in SCSI,copies of which will be furnished upon request. lines coincide writ joint centerlines. 9.Digits indicate sae of plate In inches. Mitek USA,InoiCompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see 055-1311,ES12-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (- psf) uplift at 24 "oc spaci(:g. BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.4ft, 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, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall Cod. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. Ref Rx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 12 7.00 M-4x4 12 3 Q 7.00 N 2 in 1 o 1 /l//////////////// / //!//////!//////l/////ll/////!//1 //l/UU///////U//////!l//////////l//i!//Ull////!//////////// I O M-3x5(5) o M-3x4 M-3x4 10-00 y 12-00 y J,.______4, -•ED PRO OFs- 1-00 • � ..; 22-00 , .• - N GlN t- / :9782PE JOB NAME : POLYGON NW PLAN 7—A NH — F1 / �— Scale: 0.3307 �� -<:: _ WARNINGS: GENERAL NOTES, unless otherwise noted. Truss• Fl Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parametersshown and Is bran Individual cost OREGON l mss, and Warnings before construction commences. bolting component Applkablllly or design parameters and proper F iiiY 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the edbuilding dacigner. G Q 3.Additional temporary bracing to stability doting construction 2.Design assumes the top and bottom chortle to be laterally braced at 4�- J e.. -� s the respone biby of the erector.Additional permanent bracing of 2 OA and at 10 o.c.such ply unless braced throughout their length by _{ DATE: 8/10/2015 the overall structure is the responsibifdy of the building designer. continuous ridging og ater l b plywood sheath here shown+tlrywell(8C). PAUL �` 3.2x Impact bridging or lateral breGng required where ++ SEQ.: El3 4 5 8 4 2 4.No load should be applied to any component until after all bracing and 4.Installation of Inas is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for-dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Dne:a assumes full bearing at all supports shown.Shim or wedge if 'EXPIRES: �/p p a�JI�{//�/� fabrication,handling,shipment and installation of components. ry' }q C/li—�l-T�.�' 1C/J I/'L'V1 8.This design is furnished subject to the limitations set forth by 7.Designlatesassumesadequatedrainage is truss ad. August 10,2015 V V 8.Plates coincide be located on both faces of truss,and placed so their center TPVWTCA in BCSI,copies of whkh will be rumishatl upon request. lines colnclda with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Diggs indicate sae of Mate In inches. 10.For bask connector plate design values see ESR-1311,E512-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 57 2- 8=(-181) 1109 3- B-(-299) 232 SPACED 24.0" O.C. 2- 3=(-1360) 305 8- 9=) -88) 718 8- 4=(-126) 521 BC: 2x4 KDDF #1013753- 4=(-1195) 337 9- 6=(-207) 1085 4- 9=(-126) 521 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1195) 337 9- 5=(-299) 232 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1360) 305 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 POP 6- 7=( 0) 57 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 153H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [{'OND. 2: Desip. n.-..o.-.ma..-... ,_psi_...Lj- .<.._.imak.s- ......ag. VERTICAL DEFLECTION LIMITS: LL=L/240, IL-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 = -0.035" @ 14'- 6.1" Allowed = 1.054" MAX TL CREEP DEFL = -0.071" @ 14'- 6.1" 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 = 0.016" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.026" @ 21'- 6.5" ,' f f Design conforms to main windforce-resisting 5-08-13 5-03-03 5-03-03 5-08-13 system and components and cladding criteria. T 12 12 Wind: 140 mph, h-22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6Q 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 load duration factor=l.6, 4.0" Truss designed for wind loads 4 ,F,/ in the plane of the truss only. II' M-1.5x3 M-1.5x3 3 • 0 0 1 �All& MI i s- to g 6 I I MM-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 1 b k b 7-05-14 7-00-05 7-05-14 - y 10-00 y 12-00 y �,�D PROF , 1-0o 22-00 1- 0oyt` N • /97$2PE r. JOB NAME : POLYGON NW PLAN 7-A NH - F2 Scale: D.2557 en-------11, -- WARNINGS: GENERAL NOTES, unless otherwise noted: < 1.AI 1G©I.1 a1 �� 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an Inde dual A G �a VY rt �. Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper {IR t ()) 2.204 compression web bracing must be Installed where shown Design assuincorporation mes the siltrespordstoy of thebu Ming designer. •j,�j:�,( .V 3.Additional temporary bracing tonsure stability during construction 2.Dea.and the Ms and bottomunlessessrbr c be laterally braced et r� J is the responsibility of the erector.Additional t bracingof 2 o in and at ea o n respectively plyplywood braced throughout their length by p ty permanent continuous sheathing such as sheathing(TC)and/or drywell(BC). �� A,q DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown a• 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respeatNe contractor. SEQ.: K1345843 fasteners are complete and at no time should any loads greeter than s.Design assumes msatoare tobe used inenon-corrosive enlonment, assign loads Be applies to any component. and are for"dry condition"of use. TRANS ID: LINK pu responsibility 6.Designasumesfullbeanngatelsupportsshown.Shimorwedgeif EXPIRES: 12/31/201 X 5.Com Tms hes no control over and assumes no re bit for the necessa fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 10,2015 6.This design is furnished subject la the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In BCSt,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate so.of plate in inches. MiTek USA,Inc./CompuTfus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-i 988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-12708) 2820 1- 8=(-2334) 10626 8- 2=( -536) 2544 11- 6=(-1920) 470 BC: 2x6 KDDF SS 2- 3-(-10490) 2372 0- 9=(-2318) 10550 2- 9=(-1920) 470 6-12=( -536) 2544 WEBS: 2x4 KDDF STAND; LOADING 3- 9=( -8090) 1872 9-10=(-1904) 8850 9- 3=( -776) 3504 2x9 DF STAND A; LL - 25 PSF Ground Snow (Pg) 4- 5=( -8090) 1872 10-11=(-1904) 8850 3-10=(-3170) 760 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6- 11-12=(-2318) 550 10- _ 96 BC UNIF LL( 914.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-12706) 2820 12- 7=(-2334) 10626 10- 5=(-3170) 7760 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <- 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5-11=( -776) 3504 ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Join together 2 ply with 3"x.131 DIA GUN nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, 7" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs, 1COND. 2: Design checked for net(-5 osf) uplift at 24 "cc spacing. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.144" @ 14'- 6.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.291" @ 14'- 6.8" Allowed = 1.406" • MAX HORIZ. LL DEFL = 0.048" @ 21'- 6.5" MAX HORIZ. TL DEFL - 0.081" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. f. 4-03-12 3-05 3-03-04 3-03-09 3-05 9-03-12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 12 T f f f f T (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 7.0D IIM-6x6 Truss designed for wind loads 'Cl 7.00 in the plane of the truss only. 6.0" M-3x6 M-3x6 3 �O Q� M-3x6 z M-3x6 6 if Atto M-6x10 M-6x10 If) ..4110.6 III 1111111\IL 1=1/A1A I 1111111114411k,. L.,-, M-3x8 M-6x8 0.25" Il 1 - M-6x8 M-3x8 '7 0l =M-858(S) )' y y y y y y4-02 3-03-09 3-06-12 3-06-12 3-03-09 9-02 6 P R® C> y � . tGINE /022-00 . .V4 , 89782PE r-- JOB NAME : POLYGON NW PLAN 7-A NH - F3 �'� Scale: 0.2911 _______, WARNINGS: GENERAL NOTES, unless otherwise noted f"F Truss F3 1.Builder and erec oncontractorshouldbeadvsedofallGeneralNotes I.This design isbased onyupon the parameters shown and isfor an ndNidual 9 (OREGON and Warnings before construction commences building component Applicability of design parameters and proper ry, 2.2v4 compression web bracing mull be installed where shown�. incorporation of component is the responsibility of de building designer. f,[ 3.Additional temporary bracing to"sure stability during construction 2.Design assumes de top and bottom chords to be laterally braced at 17:46.---".C, tom,. �. is the respons bgty of the erector.Add honal permanent bracing of T o.c.and at ea o.c respectively as ly unless braced throughout their length by 4 r _( DATE: 8/10/2015 the overall structure is the responsibilitycod nuous sheathing such as plywood sheathing(TC)and/or drywall BC. �`V of the building ng des goer. 3.20 Impact bridging or lateral bracing required where shown e+ ( ) PAUL _ SEQ.: K1345844 4.No load should beapplied toany component until after all braGngand 4.Installation ofWssistheresponsibilityoftherespecthiecontractor. l fasteners are complete and at no time should any mads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are mr dry condition"ar ase. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge 11 'EXPIRES: �']jr� )ry(� fabrication,handling,shipment and installation of components. necessary. EA ' G ' 1'Lf J'1JGV1 6.This design is furnished subject to the Imitations set forth by 8.Pates hall beloated on drainage is truss,an August 10,2015 I /GV 1 V TRUWICA in SCSI copies of which will be furnished u 8.Plates shat be located on both faces of truss,end placed so their center upon request. lines coincide with joint cooler lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1LYE 9.Digits indicate size of plate in inches. ID For basic connector plate design values see ESR-1371,ESR-1966(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/Cg=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-229) 1261 3- 8=(-311) 220 SPACED 24.0" D.C. 2- 3=(-1509) 335 8- 9=(-103) 839 8- 9=(-111) 492 WE: 2x4 KDDF #1&BTR 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1509) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Desi Y'as.-.a.-.>...-.+--r�_S-xi -tel =.- ....ma,. . +s.1g• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.093" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 19'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 5-09-04 5-02-12 5-02-12 5-09-04 Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 1212 End vertical(s) are exposed to wind, M-4x6 Q 6.00 Truss designed for wind loads 6.00 4.0" in the plane of the truss only. 4 "--4' A M-1.5x3 lin .r.1" M-1.5x3 3 \ , M M CJ Mo i 767 Io 1 2-'''" 8 M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 ), i b J. 7-06-03 6-11-11 12-00 7-06-03 yr 0 P�n�C y G 4/ 4 10-00 y y i-ooyt5. fiI1VE /-* 1-00 22-00 ht e'9782PE 1` JOB NAME : POLYGON NW PLAN 7-A NH - G1 -'dor Scale: 0.2557 _ "" WARNINGS: GENERAL NOTES, unless otherwise noted: - OREGON '� Q, 1.Builder and erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown and c for an individual 2Q Truss: G1 and Warnings before construction commences. building component Applicability of design parameters and proper } 2.2t4 compression web bracing must be Installed where shown+. incorporation of component Is the mapo chords responsibility of the building designer. .77;"5-;_.'U;q R`( $. 3.Add tional temporary bracing to nsure stability during construction 2 Design assumes Me top and bagom chords to be ateralN braced at T is the responsibility of the erector.Additionalpermanent bracing of 2 o.c.and at l0 o c.respeci • vely unless braced throughout their length by �], spons tycontinuous sheathing such as plywood sheathing(TC)and/or tlryvrall(BC). -- PAUL i.. DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K 13 4 5 8 4 5 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibihly of the respective contractor. 4• fasteners are complete and at no See should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component and are for"dry condition"of use. c�v/ ('�cis !'}J /ry/�i�s TRANS ID' LINK as responsibility 6.Design assumes full bearing at at supports shown.shim or wedge If 'EXPIRES• 5.Com Trus has no control over end assumes no re bit for the necessa ` fabrication,handling,shipment and installation or components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on bath faces of truss,and placed so their center TPSW1CA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTnls Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" !COND. 2: Design checked for net 5 TC: 2x9 KDDF #1&BTR (— psf) uplift at 29 "oc spaci�lg. LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main d claddingresisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=15ft,Enclosed, BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.e, 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 UOQ. 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. 11-00 11-00 12 6.00 HM-4x4 12 3 Q 6.00 0 2 ' li1iii" 4 , i 1 �� �' 5 0 M-3x5(S) o M-3x4 M-3x4 y 10-00 y 12-00 y 1-00 22-00 - ,c - NC,1Nk"+ . lam. .4c. 89782PE r" JOB NAME : POLYGON NW PLAN 7-A NH - GGE j� Scale: 0.3682 • �j/ __ WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: GGE Builder and e otioncontroctorshouldbeativsedorallGeneralNotes This desgnlabased only span the parameters shown and nfor enntlrvdual QREG©M1I and Warnings before construction commences building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown 4. incorporation of component s the responsibility of the building designer. Q 3.Addeonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom eftschords to be laterally braced at /x `i'Z�17-y/: fid � � is the responsibility of the erector.Additional permanent bracing of 2'o c.and at 70 o c respectively unless braced throughout their length by 17//� T�7 • DATE: 8/10/2015 the overall structures the responsibility continuous or later lbacing e required where)and/or drywell(BC). `.�, PAUL �`� p tyo(the building designer. 3.rax Impact bridging or th lateral bracing yof shown++ SEQ. : K 13 4 5 8 4 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is me responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment TRANS ID: LINK design loads be applied to any component. and are for condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 8 nDesigna asumee full bearing al all supports shown Shim or wedge If EXPIRES: PIR 12/ 1/ 01 fabrication,handling,shipment and installation of components. ry' 8.Th:s design is tarnished svbiovt to tha hmitat:ors sot torah by 8.Platesshalbign eletladon othnagelspruss, August 10,2015 8.Plates incl be located on both faces of truss,and placed sa their center TPIn,NCA in SCSI,copes of which will be/umtshed upon request. lines coincide with joint center lines. g.Digits indicate size of MiTek USA,Inc./CompuTrus Software 7.8.7(1 L)-E plate in inches. 70.for basic connector plate design values see ESR-1371,ESR-1988(Mirek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 2'— 11.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacitlg. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. WEBS: 2x9 KDDF STAND LOADING 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-05, LL( TC LATERAL SUPPORT <= 12"00. DON. Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF interior zone, load duration factor=1.6 Note:Truss design requires continuous LL = 25 PSF Ground Snow (Pg) bearing wall for entire span UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1EPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 2-09-09 0-01-12 1' 'f T 12 9.00 M-1.5x3 -/ 3 0 M O , 1111111111111111111111 I IO 1 _ I. Ill O 11M-2.5x4 '/ M-195x3 ), b y 1-00 2-11 ' 89782 PE r' JOB NAME : POLYGON NW PLAN 7-A NH - H1 Scale: 0.7180 v; � WARNINGS: GENERALNOTES, unless otherwise noted �44 1.Builder and erection contractor should be edaised 51011 General Notes 1.This design is based onyuponthe parameters shown and Is for anlndNIdual I OREGON ' �,,. Truss: H1 and Warnings before consfructon commences. building component.Applicability 0 design parameters and proper /f y 2.2x45 epressonweb bracing must be installed where shown+ incorporation of components the responsibility of the building designer. '� • °'r '% 2. 3.Additional temporary bracing to insure staNidy during construction 2.Design assumes the top and bottom chords to be laterally braced at i i s the res onsibi f the erector.Additional t brad f con c and at 17 o.c.respectNey unless bced throughout their length by V p ley opermanent g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) Rk PA PAUL ,�.- DATE: 8/10/2015 the overall structures the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '�'/ SEQ.: K 13 4 5 8 4 7 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, and are for dry condition.'of use. design loads be applied to any component TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility ibilii for the 6.nnecessa�umes ullbearingatallsupportsshown.Shlmorwedgeif EXPIRES; 12/31/2:0'16 spans y y. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 0,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM'TCA In BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICorspuTruS Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 1-2=(-29) 14 1-3=(0) 0 WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSI" 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 12 4'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 LL = 25 PST Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 osf) uplift at 24 "or spacihg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 -/ Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, If Truss designed for wind loads in the plane of the truss only. Al N I r 0 ti Lo / I ne o i f- 0 4 3 M-3x8 M-3x6 y y 3-00 y k - VO PROP . 4-00 �Ca w\0,1 e. . d> - 'PROVIDE FULL BEARING;Jts:9,3,2 Y (x".' ' 4[ . f IS782F51:82f E 4.�"r JOB NAME : POLYGON NW PLAN 7-A NH - H2 ���- c Scale: 0.9459 Wr - WARNINGS: GENERAL NOTES, unless otherwise noted. /1ary Truss: H2 I.Builder and erection contractor should be advised stall General Notes 1.This design I based only upon the parametersshown and Is for an IndIvidual OREGON N.O and Warnings before construction commences building component Applicability of design paremeters and proper CZ' 2.2a4 compression web bracing must be Instatled where shown+ incorporation of component s the responsibility of the building designer. �+} �2 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced at j Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by y overall Is responsibility or the building tle continuous sheathing such as plywood sheathing(TC)soarer drywall(BC) AA U L - DATE: 8/10/2015 the owerag signer. 3.2a Impact bridging or lateral bracing required where shown++ S 13 4 5 8 4 8 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorroelve environment, . TRANS ID: LINK design loads be applied to any component. and are for dry conation'of use. 5.CompuTrushasnocontroloverandassumesnoresponsbliyforthe 6 Design assumes full bearing atall supports shown.Shim orwedge If necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 8.This design ismmishedsubject tothe limiationsset forth by 7.Patlsahallbgn esaeedoneothfageio tprusised. August 10,2015 8.Plates coincide be foceletl se both faces of truss,and placed so their center TM/9MA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,InoiCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek)