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Plans (78) put .M 5 j 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. dao P R.OpE si I ANG I N4, 02 89782P5 p OREGON O ' 19, 4RY 15 l�, Pir AUL ?', 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 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS 11-o-0 I p-5-6 I I 1-2-0 1 Fri Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 11 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 m o /\ /-\ -/ '\ ci v e a. „ e e 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 1 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 IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard RE t� PRO,cR. - 4-00 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 . NGI. GINE", /_ Uniform Loads(pif) S� Vert:16-24=8,1-15=-80 �Gf • Concentrated Loads(Ib) Q or/o r L. r' Vert:2=-674(F) / '.....sae . ... - . 11111. OREGON of" PAUL ° EXPIRES: 1 /31/2016: August 7,2015 e • ®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 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 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 Heightq CA 9wwtn 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-XbOZzFYuCATEPMi39xj11 QOZ6MZom LdfZNgfkdygBiR 1 0-10-12 I I- 1-2-0 11 0-10-8 1 1 2-6-0 ' Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 i -if. 9 B O cil g e O 1• 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 I 13-8-4 I 1-1-12 0-7-0 0.7-0 11-4-8 Plate Offsets(X.Y1— [2:0-1-8.Edgej.f3:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 OF 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. cv,E). PROFe, (\5� NCaINEF�9 s/O 2 ' 4� 8° 82PE r' s 92 OREGON o^', ; PAUL i; EXPIRES: 1231/2016 August 7,2015 I li ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. ow, Design valid for use only with M7ek 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/R11 Qually 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 Hoights CA 95810 Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51 WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ 2-6-0 I (moi 1 1-2-0 I I x6.14 I Scale=1:22.8 1.5x3 I I 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 i , iiiii _.:_iiiii444441444144411e o- I o it /_ I\I I o e � - 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 II 3x6= 3x4= I 5-10-2 1 6-5-2 17-0.2 I13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edge].j5:0-1-8.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 Ina: 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. F`Ea P R.OFFS <c-Nat NE tS> Q 89:782PE 444 r • al • 9,L 04/ REGON (S` Q„ -1" 4F?y '0,� 4' PAUL 0`1 E PIRES: 12131/2016 August 7,2015 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. 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 Citnls Hri0hts('A 65610 Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fd Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOXZ8jokyff5SGMIm6rT_v91TEGty1 hJmpVyqBiP I 2-6-0 I I 1-8-6 1 1 1-2-0 1 1 0-6-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 5 3x4= 8 1 2 3 4 6 7 • o - O • \ N a o e e o , 1 13 12 11 10 3x4= 3x6= 1.5x3 I I 1.5x3 I I 3x6= 3x4= I 7-0-14 17-7-1418-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 14:0-1-8.Edae1.15:0-1-8.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 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2010/0,3.4=-2010/0,4-5=-2110/0,5-6=1999/0,6-7=1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=317/104,7-9=1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 74NE4\ PRO `- 9782PE r y OREGON o'•' /f PAUL R'J EXPIRES: 12/31/2016 August 7,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.02/16/2015 BEFORE USE. fersme• Design valid for use only with Mifek 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,qualify 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 r'iimc Hei5hfs.C.A 95fitn Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT I9JyEJXy1hJmpVygBiP I 2-0-10 1 1 1-2-0 1 I 0-8-14 11 2-6-0 Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 °i a ° o N 0 O O O 1 10 8 LLLL��� 1.5X3 I 1 1.5x3 II 3x6 = 3x4= 3x4= I 2-3-101 2-10-10 13-5.10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(XVI— [2:0-1-8.Edge).[3:0-1-8,Edgel 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/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. �R53. P ROf 9 �c�< NaINE�c'9 s40 89782PE r' iti 7+ 0 REGON ,z, 1:9 "iFfY1b,2�Q` /� • PAUL 0 EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mirek 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/I8I1 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 citrus Height,CA 9SR1n 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_guz0g0nnEBGYKrz?RIDBEU?ottOygBiN I 1-9-14 I I 1-2-0 1 1 0-8-14 11 2-6-0 1 Scale=1:17.6 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 e 0 N 0e e o 11 10 9 8 1.5x3 11 1.5x3 11 3x6= 3x4= 3x4= I 2-0-14 I 2-7-14 I 3-2-14 1 s-44 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2: -1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 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(lb)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. �S5D. PROFF• S ��\Co• -\AGINEtcq w k 89782PE 2v' • ,e:712, 97 sREGON oe• I • 'EXPIREE:"12/31/2016 August 7,2015 4 A4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component." 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 responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mitek` fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 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 (Stats Heights ITA 9861(1 Job Truss Truss Type Qty Ply POLYGON 845124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:D FI¢9p3tCrPAGZnVberKOtyJvgB-yA4hbHam USspGpReg3G?e203vZYjzhM5FL3AmBiO I 2-6-0 I 2-1-12 I I 1-2-0 110-9-8 I 2-3-0 I 1 1-2-0 ii 1-40 1 1-fi-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7® 8 9 10 o ei . o o —-.1 iiiii ' i r-iiiiiiiiiiiiiiiii%_ - N e ® e 4 B e � 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4= 12-10-12 I 4-10-12 I5-5-12 16-0-12 I 11-8-12 12-3-12 I I 15-11-12 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � �E j P R.Orkn mac?., ,,..- •7' `x/"-- 89782PE T age • .,9+ OREGON ,2z) �'IR' 'l5'J4 p4UL 1 - EXPIRES: 12131/2016 August 7,2015 , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. ® Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not taus designer.Bracing shown t is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the iUliTek° 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 Cama Haghrs,CA 9iR1n 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-uZBSOzclnF 0j6�XW7b1xUJTkT5MGNFRRbbOjfYQPgygBiM 1 2-6-0 I 2-1-19 1 1 1-2-0 II 0-9-8 1 2-3-0 1 1 2-3-0 I I 1-2-0 I r-8-1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 4x4= 1.5x3 II 4i; iiiiiiitt ;2 3 4 5 6 7 8 9 10 e e • N e 1 16 15 14 13 12 1 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4= 12-10-12 4-10-12 l)-5-1216-0-121 11-8-12 12-3-121 1 16-4-4 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X Y)— [7:0-1-8,Edge].[12:0-1-8.Edgel.[15:0-1-8.Edge],116:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TOLL 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 BOLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=-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. ���Ep. P R.OFF 74GINE4\ . e :89782PE r iu • y •' GON ik �N. Li"pd9 &IRV i5,'(<Z k lUL iotO '- EXPIRES: 12/31/2016 August 7,2015 4 * 4 ®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 Mick connectors.This design is based only upon parameters shown,and is for an individual building component. ` Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing 10 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/MI 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 (.itmc Heightc,(:A 95fiin Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264 UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MIlgEJcc�fn0��E990��7HADVCgiGheXZnbxA2zXyJHyHygBiL I 2-6-0 I 2-1-12 I I 1-2-0 110-48 I 2-9-0 I I 2-3-0 1 1 1-?-0 1¶-6-121 Scale=1:28.2 454= 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.553 II 1 2 3 4 5 6 7 8 9 10 i .e -111411111411111141111141114% e v 71114111111 e / e/, 0 N ® ® e 8 e e ® ® 1 16 15 14 13 12 4Y 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4= 12-10-12 I 4-10-12 15-5-12 r-0-12 I 11-8-12 12-3-1z 16-2-8 4-10-12 0-7-0 0-7-0 5-8-0 15-7-0 10-7-8 I 3-3-12 1 Plate Offsets(X.Y)— [7:0-1-8.Edgel.112:0-1-8.Edge].115:0-1-8.Edge],[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Inc- YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-2402/0,4-5=-2402/0,5-6=-2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. oRc . P R OFFS �1 SN I NEF'4 s/0Qi 4 8*782PE r• 92 0 EGON oN Q' -v,9 �gFlY i5,2!G¢ PAUL Vk\J EXPIRES: 12131/2016 August 7,2015 e e ®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 MEek 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/7PII 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 Citnra He15555 CA 95fi10 Symbols Numbering System a General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. I (Drawings not to scale) Damage or Personal Injury !WM Dimensions are in ft-in-sixteenths. 11� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is alwa s re uired. See BCSI. TOP CHORDS v q Q1 „ -/�6 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I 111V7RIE p bracing should be considered. 1—� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. ,2111111111b1 : 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 C6-7 c5-6 designer,erection supervisor,property owner and plates 0-''u' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint �IMMI required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and , Indicated by symbol shown and/orin all respects,equal to or better than that specified. 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 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. il Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *MO reaction section indicates joint Wimimili EN number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM IIIII 18.Use ofreen or treated lumber ma —� le environmental,health or performanceoose risks.Consult withit Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal Mil 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, I /1 ile 6� 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 26'-0' 22'-0' ( 4'-0' c3 amp N a N 6:12 6:12 C) C4 (4) m -, - . - 6:12 - C2(10) CV .�' ! N I J " N --- B4- -- - - -- m - - m LE Z)I — - F Uw=U I - - a� - '� v- n B3 Q) wLL 2 m U U N W 3 7 <1-Q I— 16'-0' N ,-.2 < w ■ W Z W W j 0000 8 A, U U W - \-- -- s1 Z Z Vf s,,±,-, GC -_ rs l• O O j oQ CC ` N U V W LQ_U Z Z w EJ C7 C7 I ��w<cj W W ,Z1.71 71 0 woo.i 3 = ~- 0 Q I- CZC W if a CC ~ G m .LL Z • ZZ zUpLL_ ce yO O oQ � o o ,, tnA LL LL a_L7JZ Z ,DON8 — _ ,O OwZ O8triy <IIl� ' w 0 �/ - gLLoa °' 2114:12 el i'. ® CONFORMS TO DESIGN CONCEPT "‘ '. ILl r " ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN <fpbild I ❑ NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRWNINGS AND SPECIFICATIONS ALL OF SM/ICH HAVE PRIORITY OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. �Q By: Michaela R.Petersen Date:February 11,2016 261-0° CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/12/14 TR ACEMENT SS CA CONLY.REFER TO ULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FRECO ,, umber INFORMATION.BUILDING 7-B N H KD DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 7-B NH / B-N H CHECKED BY: DESIGNER/ENGINEER EVIEW AND APPROVE OF ALL TO R0T■�/V� ■ ■Uw w COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. . <`i J4 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ...... lot MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-B NH KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1589666 thru K1589681 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. r89GINE /0 e+ > PROFP 200PE pr 174. 4,OREGON,Nts ki <0 -.Ik. 14,. 2Q P4 IA AV-2" December 10,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 'oc spacing.' TC: 2x4 ROOF Pl&BTR LOAD DURATION INCREASE = 1.15 Design conforms to malwi ndf orce-resisting BC: 2x4 KDDF 1{1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.2ft, TCDL=4.2,8CDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 8-03-09 8-03-09 12 12 6.00 i IM-9x9 Q 6.00 N_I rm co O \ t 0 0 M-3x4 M-3x4 • 4' PR1�y.t y 1-00 y 16-06-08 y 1-00 yy, 4NG,INEF- , :9200f E JOB NAME : POLYGON NW PLAN 7-B NH - Al /�� Scale: 0.9000 1M ,/ �/q �+/r�. WARNINGS: GENERAL NOTES, unless otherwise noted /7©REG©N 1.Bolder and erection centractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual !±'(� -Q S. Truss: Al and Warnings before construction commences bolding component Applicability of design parameters and proper '-'6.-- 44- 14f 2.2s4 compression web bracing must be installed where shown+ incorporation of components the responsibility of the building deagner. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chards to be laterally braced at �fi•,R ILL is the responsiblli[y of the erector.Additional permanent bracing of 7 o c and at 10.a c respectively unless braced throughout their length by •- continuous sheathingsuch asplywood sheathing(TC)and/or drywall(8C). DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown•+ S E El5 8 9 6 6 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 fasteners are complete and at no see should any loads greater than 5.Design assumes trusses are to be used in a nen-corrosive environment, �/ry n ❑ TRANS ID• LINK designIoads be applied to any component. and are for"dry contlition'of 9use. EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responNbility for the 8.Design ssumesfullbearingalallsupportsshown.Shimorwedgeif December 10,2015 fabrication,handling,shi t and Installation of components. ry smen pithey 7.Plates assumes ctedoneath face is rused. 6.This design is furnished subject to me limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMrICA 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./CompuTrus 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 TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC:: 2x4 RUDE #1&BTR LOAD DURATION I24R0ASE = 1.15 TCSPECIFICATIONS 1- 2=( 0) 50 2- 8=(-378) 1540 3- 8=(-326) 309 BC: 2x4 RUDE #1&BTR SPACED 24.0" O.C. 2- 3=(-1751) 477 8- 6=(-431) 1590 8- 9=(-121) 934 3- 4=(-1351) 268 8- 5=(-326) 306 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1351) 256 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751) 502 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 POE' Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 809V -82/ 82H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -125/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.141" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = 0.002" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 8-03-04 8-03-04 ` MAX HORIZ. LL DEFL = 0.059" @ 16'- 1.0" 4' 4' MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 T 12 Design conforms to main windforce-resisting 12 M-4x6system and components and cladding criteria. 6.00 Q 6.00 4.0" Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 �,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '� load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 -1.5x3 3 5 8 M-5x8 --".11111111111111111111111111111111111liki M-3x4 M-3x4 ,,1 0 1 _ 6 0 1 o o ..3.00 3.00 c- 12 12 * y * * * 1-00 8-03-04 8-03-04 1-00 <V 0 PROfiE y y • s 16-06-08 d •it • �cot � /0 '47_,.. 't' 89200PE /T'- JOB NAME : POLYGON NW PLAN 7-B NH - A2 4,Scale: 0.3183 / ,r,./��-' • WARNINGS: GENERAL NOTES, unless otherwise noted: Q�E(•*©A 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ends for an individual _ G 1 w- Truss: A2 and Wamngs before construction commences building component.Applicability ofdesgn parameters and proper / A\5 2.204 compression web bracing must be installed where shown+ incorporation of components the responsivity of the building designer. .00 4k 1.4 4 '•14-- 3 Additional temporary bracing tonsure stability during construction 2.Design assumes 1900.top pctnd vely unless boo be tlroughorally braceden '�/ s the responsibility f the erector.Additional t brae n f 2 o i and at f d o c respectively unless braced throughout r dryr length by pons y opermanent g o continuous sheathing such as plywood sheath ng(TC)and/or dryro a(BC). i f `�� DATE: 12/10/2015 the overall structure is the responsibility of the building designer. a 20 Impact bddging or lateral bracing required where shown+i - SEK158 9 6 67 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. 4•• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, loads be Tied to an 1. and are for"dry condition"of use. design TRANS ID: LINK pp any 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015.1/31/201 C, 5.CompuTrus has no control over and assumes no responsibility for the necessary. I G/i) C. J fabrication,handling,shipment and installation 01components. 7.Design assumes adequate drainage is provided. December 1 0,2015 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAARCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTms Software 7.6.7(1 L)-E ID.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ThisPacificdesLign prepareumberandTrusoms-BCd frcomputer input by LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-251) 92 10- 3=( -12) 169 BC: 2x4 KDDF #190TR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=( -69) 347 10-11=(-255) 90 3-11=( -470) 164 3- 4=(-146) 779 11-12=(-682) 251 4-11=(-1145) 248 LOADING 4- 5=( -74) 220 12-13=( -48) 472 4-12=( -95) 606 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -85) 246 13- 9=(-241) 848 5-12=( -361) 143 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-566) 90 12- 3=( -765) 450 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" 7- 8=('980) 274 6-13=( 0) 450 LL = 25 PSF Ground Snow (Pg) 8- 9=( O) 50 13- 7=( -346) 219 M-1.5x4 o equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -109/ 613V 0/ OH 5.50" 0.98 KDDF ( 625) REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.036" @ 21'- 8.1" Allowed = 0.791" 13-00 13_00 MAX TL CREEP DEFL = -0.065" @ 17'- 8.8" Allowed = 1.042" T MAXf LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0. Allowed = 0.133" f f f f f f f MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" IIM-4x9 MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" 12 M-1.5x9 4.0" 6.00 D M-3x5 .Fa M-3x5 Desi M-3x5 _R M-1.5x4 Design conforms to main windforce-resisting M-3x9 J 12 system and components and cladding criteria. M-3x5 Q 6.00 q Wind: 190 mph, h=22.4ft, TCDL=42,BCDL=6.0, ASCE 7-10, � M-3X4 (A11 Heights), Enlosed, at.2, EpB, MWFRS(Dir), load duration factor=1.6, �� End vertical(s) are exposed to wind, M-3x6 Truss designed for wind loads in the plane of the truss only. 3 M-1.5x3 M-2.5x4 or e2mhttwt1 rn:11111111111111111111 hdf 2 1 • Xith c and a • M-114 3 1M-5X10 o permissible at inlet board areas only. M-3x4 a 3.00 3.00 12 12 9-11 3-01 4-08-12 8-03-04 y b y y 1-00 9-11 7-09-12 8-03-04 1- 00 C "GINE ---1 ' `� i-0o i-0o 26-00 8�240PE JOB NAME : POLYGON NW PLAN 7-B NH - Bl ,_� � -�.• Scale: 0.2048 „� WARNINGS: GENERAL NOTES. unless otherwise noted •�/ y OREGON A � Truss B1 1.Balder and erecton contractor should be advsed of all General Notes 1 This design is based only upon the parameters shown and is for an individual . +/_L' • • ♦y^ and Wamngsonbeoreweb bracing oncommences. building componentApplicability of design parameters and proper +4/141.- 14,• ' ('} `- 2.2114 compression web brae ng must be Installed where shown. incorporation at component is the responsibility of the building designer. 0 A '.4-'-• (�_ 1 Additional temporary bracing to Insure stability during construct on 2 Design assumes the top and bottom chortle to be laterally braced at /+A '� _ s the responsibility of the ereMor.Additional permanent bracing of 2 o c.and at 10 o c respectively unless braced throughout their length by rI F�.R i.1..\--. `� DATE: 12/10/2015 the overall structure s the responsibility of the building designer. continuous&loathing such as plywood sheathing(TC)and/or drywall(BC). 1.. 4.Naload should be applied to an4.:n Impact bridging or lateral potting required the respe She co++ SEQ. : K 15 8 9 6 6 8y component until after all bracing and 4.Installation of buss 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 non-corrosive environment, �} c /] Oji I^� .{C TRANS ID: LINK design loads be applied to any component. and are for"dry contlhionbfuse. EXPIRE 12/31/2015 5.CompuTrus has no control over and assumes no responsibility krthe 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. December 10,2015 fabrication,handling,shipment and installation of components. 6.This design is famished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. TPINWTA in BISI,copies of which will be furnished upon request. 8.Plates shall be located on beth faces of truss,,and placed so their center liness coincidewith sce of plate In inches. with joint center lines. 9.Digits indicate MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.Far basic connector plate design values see E519-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #160TH LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-247) 1594 10- 3=) O) 228 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1886) 361 10-11=(-249) 1591 3-11=( -378) 107 3- 4=(-1479) 359 11-12=(-171) 1308 4-11=( -85) 76 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 4-12=( -183) 151 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- 8=(-616) 2784 5-12=( -207) 953 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2946) 590 12- 6=(-1726) 395 TOTAL LOAD = 42.0 PSF 7- 8=(-3145) 715 6-13=( -191) 1428 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=) -104) 165 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- E.G' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 13-00 13-00 MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 f f T T T T T 12 12 Design conforms to malwindforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4.0" 5 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, 4 Truss designed for wind loads M-3x6 in the plane of the truss only. M-3x4 3 M-1.5X3 7 eek 13 M-5x6 i M-4x4 M s. �O ce. 0 meg 12 M-3.10 9 . CI, p 1 lO 11 -�8 0 I M-3x4 M-1.5x3 M-5x10 0 0 d 3.00 3.00 12 12 b y y b J' y 5-01 4-10 3-01 4-08-12 8-03-04 ,. y y y , y eco PRQ ' - 1-00 9-11 7-09-12 8-03-04 1 00 .--cc V`~G`N�`- -Si,.a b 26-00 80200PE JOB NAME : POLYGON NW PLAN 7-B NH - B2 Scale: 0.2048 i �. . [}'' WARNINGS: GENERAL NOTES, unless otherwise noted: 4 ©nr� - •�` 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 '7'S ("1C v1V - Truss: B2 and Warnings before construction commences building component.Applicability of design parameters and proper /s 2 2x4 compress on web bracing must be installed where shown+. Incorporationnof component Is the responsibility of the builally braced tleagner. #<O) 1" 1 j y '2. *- 3 Addilonaltemporary bracing to insure stability during construction 2 Designass es the top and bottom chords br to be laterally braced al 'Cf 1�, b- 's the responsibility of the erector.Additional permanent bracing of 2'o c and at 10'o c respectively unless braced throughout their length by , continuous sheathing such as plywood sheathing(TC)andlor drywall(60) fiR:R 1 1 DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required wham shown++ F-71 l� 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. SEQ. KI589669 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in non-co"oslue environment, andare for Mry condition'. TRANS ID: LINK design loads be applied to any component. Design fass supports wedge if EXPIRES: 12/31/2015. 5.CompuTrus has no control over and assumes no responsibility for the fi.Deco full tallsu rtsshown shim on sss, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 10,2015 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIAN1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Ina./CompuTrus 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 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #160TH LOAD DURATION INCREASE = 1.15 1- 2=( O) 50 2- 8=(-270) 1528 3- 8=(-383) 258 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1813) 396 8- 9=(-124) 1001 8- 4-(-128) 638 WEBS: 2x4 KDDF STAND 3- 4-(-1590) 399 9- 6-(-298) 1528 4- 9-(-128) 638 LOADING 4- 5-(-1590) 399 9- 5=(-383) 25B TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 396 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) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL - -0.127" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" 13-00 13-00 T T 6-09-04 6-02-12 6-02-12 6-09-04 Design conforms to main windforce-resisting f f f f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 4,-7( End vertical(s) are exposed to wind, VY Truss designed for wind loads uk I. in the plane of the truss only. M-1.5x3 M-1.5x3 5 rn o T T rn d, 1 ,r..- J �M -- o 8 9 +`6 co o M-3x4 M-3x4 M-3x4 M-3x4 I M-3x5(5) 1 J' y y 8-10-03 8-03-11 8-10-03 J‘ b 10-00 y 16-00 l �� F`NG'N F��/6 1-00 26-00 1-00 t, F' '�} . 9200PE JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2048 a! /l WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ofr- 1.Builder and erection centactor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an Individual TJ w' Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 77 a�ys 2.2s4 compression web bracngmusI be installed where shown•. incorporation of component is the responsibility of the building tleslgner. � ©\ ':. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords tit to be laterally braced at ''(. V 's the responsibility of the erector.Additional permanent bracing of 7 o.c.and at f O o c respectively unless braced throughout their length by DATE: 12/10/2015 the overall structure is the responsibility of building des contmousshging ng sterlbch as acing resheathhee shown tlrywall(80). " �� sports yo g goer. 3 2s Impact bridging or lateral bracing required where shown++ - G. SEQ. : K158 9 67 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, designloads be applied anyand are for"dry condition"of use. TRANSID: LINK oa ooerassu6.Design assumes full bearing at all supports shown.Shim or wedge It EXPIRES: /31 2015 5.CompuTrus has no control over and assumes no responsibility for the scery, fabrication,handling,shipment and installation afcomponents. 7.Design assumes adequate drainage is provided. December 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 TPINV1CA In SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek LISA,Inc./CompuTrus 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 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2-) 0) 50 2- 8=(-257) 1288 8- 3=( 0) 227 2x6 KDDF #163TR T2 SPACED 24.0" O.C. 2- 3=(-1539) 383 8- 9-(-259) 1285 3- 9=(-998) 138 BC: 2x9 KDDF #15BTA 3- 6=(-1000) 364 9-10=(-293) 1265 9- 4=( -94) 564 WEBS: 2x9 KDDF STAND LOADING 4- 5=( O) 0 10- 7-(-293) 1268 9- 6=(-937) 200 LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=(-1063) 337 7-11=( 0) 4 6-10=( 0) 153 TC LATERAL SUPPORT G= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1995) 390 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL O'- 0.0" -189/ 1056V -97/ 102H 5.50" 1.69 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 KDDF ( 625) 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked fox net(-5 psf) uplift at 24 "os spacing. M-1.5x9 or equal at non-structural vertical members (uon) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" Unbalanced live loads have been MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" considered for this design. MAX LL DEFL = -0.041" @ 11'- 0.0" Allowed= 1.054" MAX TL CREEP DEFL = -0.084" @ 11'- 0.0" Allowed= 1.906" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL = 0.033" 0 25'- 8.8" Design conforms to main indforce-resisting 13-00 14-00 system and components and cladding criteria. Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5-11 5-01 2-00 3-01 10-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f s -M-4294+ f f load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 6.00 M-9x6 z� Q 6.00 Truss designed forwind loads q in the plane of the truss only. M-3x4 M-2.5x9 or equal at non-structural diagonal inlets. M-3x4 .1'2 6 + 3 M-3x4+ 06 o -1- 0 4 0 1 2~ 8 9 to n o I M-3x4 M-1.5x3 0.25" M-1.5x3 I M-5x8(S) M-3x4 O `421© PROit:E l l b l ti, r. . G I N Vy/ 5-09-04 5-02-12 5-02-12 9-09-09x. "',.`" E� 1 26-00 �'y 1 89200PE • 1-00 f JOB NAME : POLYGON NW PLAN 7-B NH - B4 =�/� Scale: 0.2298 [[r WARNINGS: GENERAL NOTES, unless otherwise no ted' 7. OREGON y/. 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 +G� �ry y f1' Truss: B4 and Warnings before construction commences building component.Applicability of design parameters and proper , ` 14, 2. �- 2.204 compresson web bratng must be Installed where shown ncorporegan ofcomponent sthe responstblllry ofthe building tleagner. �'` 3.Additional temporary bracing to insure stab/so during construcfon 2.Design assumes the top and bottom chordsbraced to be laterally braced at �a^ �� 's the responsibility of the erector.Additional permanent bracing of 2'o c and at 10'o c respectively unless through d/their length by p-+t continuous sheathing such as plywooduited ng(TC)and/or drywall(BC). DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. a 20 Impact bridging or lateral bracing required where shown r.- S E K 15 8 9 671 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12/31/2015 design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.CompuTrushas nocontrol over and assumes noresponsibiliryrorthe 6.DeslgnassumesfullDearingatallsuppodsshown.Shimorwedgel/ December 10,2015 necessary. fabrication,handling,shipment and installation of components. ].Design assumes adequate oface is setl. S.This design is furnished b ished subject the limitations set forth by B.Plates shall be located o ed on both faces of toss,and placed so their center TPIANlCA In BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1956(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 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. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor-l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall DON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T T 12 IIM-4x4 12 6.00 [7=- 3 Q 6.00 00 0 2 ' ` 4 66 0 to t 1 �� � 1p o M-3x5(S) o M-3x4 M-3x4 10-00 12-00 11 00 l 22 00 �t�C' G1 `S',,� Ca 1" cc $9200PE r JOB NAME : POLYGON NW PLAN 7—B NH — Cl Scale: 0.3558 —' d � _ • WARNINGS: GENERAL NOTES, unless omerwss noted - OREGON 1.Budder and erection contractor should be advised of all General Notes I.Th design is based only upon the parameters shown ands for an individual 441 Truss budding component Applicebility of design parameters and proper A V 2.2x4 compress on web bracing must be installed where shown+, ryorabon of component s me respons b ty of the bu Id deagner. "00 1 fr 7 4' 2P.., � 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at s the responsibility of the erector.Additional permanent bracing of 2'a c and at IS o c.respectively unless braced throughout their length by DATE: 12/10/2015 the overall structures the responsibility of building des continuous sheathing or suchasbracplywing required sheathing(TC)and/or drywall(BC). -,: ERR'_ spons y e g goer. 3 2x Impact bntlging or lateral bracing required where shown++ v. SEQ.: K 15 8 9 67 2 4 No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition`of use. 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing atall supports shown.Shim orwedge i( EXPIRES. 12/31/2015 nece fabrication,handling, ssary. EXPIRES: shipment and installation of components. 7.Design assumes adequate drainage is provided. December 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 TPIIWTCA In BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF Ol&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1509) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x9 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9-(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.093" @ 14'- 5.8" Allowed = 1.059" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.906" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 / 11-00 / 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T f ' i' ' system and components and cladding criteria. 12 12 M-4x6 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4,0" load duration factor=l.6, 4 ,(-,( End vertical(s) are exposed to wind, DQ Truss designed for wind loads JL in the plane of the truss only. M-1.5x3 :-]..5X33 \ / rh r"1 o 1 2, C271 rm MI sl 6 7 to M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 to 1 l y y 7-06-03 6-11-11 7-06-03 {}, T� Or y 10-00 y 12-00 y �`' �1� Pvr4y c� GINE / 1-00 22-00 1-00y �' +' 89200 E JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2433 WARNINGS: GENERAL NOTES, unless othenvse noted: 'S�g L 1.Builder and erection contractor should beady advised of all General Notes 1.This des gin is based only upon the parameters shown and shran individual 7/ ©F�EGON w Truss: C2 and Warnings before construction commences building componentApplicability of design parameters end proper ` X.. 2.2x4 compression web bracing must be nstaIi d where shown+ incorporation of component is the responsibility of the ally g designer. 1y �` 2 Design assumes the top and bottom chords to be laterally braced at )16 f [� 3.Additional temporary bracing to insure stability durn5 construction "+ �-Tt ,. s the res b IR f the erector AtltlR onal t bracln f 7 o c and at 10 o c respectively unless braced throughout their length by �g pans y o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drBoo 150). - /� [� �� DATE: 12/10/2015 the overall structure s the responsibility of the building designer. 3 2x Impact bridging or lateral brat ng required where shown++ R SEQ.: 1<158 9 67 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosNe environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.nDecegssaassumesfullbearingatallsupportsshown.Shamorwedgeif EXPIRES: 12/3.1/2015 fabrication,handling,shipmentonen ry EXPIRES: aothelimiiatioofcom components. 7.Plefassassumes adequate othfagesprovided. December 10,2015 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate tlesgn 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 psf) uplift at 24 "oc spacing. TC: 2x9 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. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T T 12 I IM-4x4 12 6.00 17' Q 6.00 3 � , 1lI111iII4 rn 0 v' t 1 g� 0_ to 1 M-3x5(S) M-3x4 M-3x4 l l 10-00 12-00 . � SS y 1-00 l 22-00 •C ' 'SGL /©2 CC " :9200PE JOB NAME : POLYGON NW PLAN 7—B NH — C3A - Scale: 0.3558 . PM 4ilir_ WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Balder and erectionco n ntractor should be advsed of all General Notes 1 Ths design Is based only upon the parameters shown and is for annd vdual 1�. Truss: C3 and Warnings before construction commences building component.Appl cability of design parameters and proper � n ..1s,,. 2.2x4 compression web bracing must be installed where shown+ corporeeon of is responsibility building ng designer. 9 j - 3.Additional temporary bracing to insure stability tluring construction 2.Design assumes the top and bottom chords to be laterally braced at �� 14,.. [+ s the respons b IXy of the erector.Additional permanent bracing of T o.c and at 10.o c respectively unless braced throughout their length by l DATE: 12/10/2015 the overall structure a there bila of betting descontinuous edging ng such as plywood aired ng(TC)and/or drywell(S0). FIR I r. responsibility g goer. 3. Impact bridging or lateral bracing required where shown++ FZ SEQ. : Ki5 8 9 67 4 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge It EXPIRES. 12/31/201.5m. .. fabrication,heeling,shipment and installation of cora ssary EXPIRES: s sine components. 7.Design latessallassumes cded oneoth face is provided. December 10,2015 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon request lines coincide with)Dint center lines. 9.Digits Indicate site of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.70 L)-E 10.For basic connector plate design values see ESR-1311,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/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-(-1504) 335 B- 9-(-103) 834 8- 4=(-111) 492 WEBS: 204 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-131B) 338 9- 5-(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-( O) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX BORE BOG 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL - 0.002" @ 23'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ 23'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL - 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 1' 5-09-04 5-02-12 5-02-12 5-09-09 Design conforms to main windforce-resisting '( '( . . ' system and components and cladding criteria. 12 12 6.00 M-9x6 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor-1.6, 4 ,(--7( End vertical(s) are exposed to wind, uuTruss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 ro M O 1 ." CIS R 7 O 2 8 9 6 to M-3x9 M-3x9 M-3x5(S) M-3x9 M-3x9 0l J' l ,0 b 7-06-03 6-11-11 7-06-03 1 10-00 b 12-00 b K. <0 N `A'/ c oo zz oo 1-00 j V' '4 ©-y ' 89200PE s� JOB NAME : POLYGON NW PLAN 7-B NH - C4 *To �r�,1"' Scale: 0.2933 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 ©('ICla O1V . 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 --74,. [1r Truss: C4 and Warnings before construction commences building component.Applicability of design parameters and properQx �/ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility clew building designer �'� .e' a � ' 9� A.41 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be Iateralty braced at (� s the responsibility of erector.Additional tbrecm f Tac and at l0 oc respectively unless braced throughout their length by __ f'1.�.-, pons y o permanen g o continuous sheathing such as plywood sheathing(7G)and/or drywall(BC). - �R RILA- DATE: Gy 12/10/2015 the overall structure is the respocolbltity of the building designer. 3 24 Impact bridging or lateral bracing required where shown++ SEQ.: 00158 9 6 7 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"o(use. " 5.CampuTrus has no control over and assumes no responsibility kr the 8.Design assumes full bearing at all supports shown.Shim orwetlge if EXPIRES: 12/31/2015 fabrication,handling,shipment ponen scary 1 smeecsollallaaitiosstf ,a. 8.Design sasslbassumes adequate onothfage;otrussetl. December 10,2015 8.This design Is furnished subject to the limitations cel foM by 8.Places shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate stye of plate In Inches. MiTek USA,Ina./CompwTrus Software 7.6.7(114-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-4=(-99) 81 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS BEG REQUIRED BEG AREA BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF l'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.004" @ 2'- 4.0" Allowed = 0.159" 3-00 MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 4.00 G,- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 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=l.6, M-1.5x3 End vertical(s) are exposed to wind, 3Truss designed for wind loads 2 in the plane of the truss only. II II "7 PROVIDE SUPPORT r 4 ti /- 0 M-3x8 M-1.5x3 y y 3-00 1 1 4-00 P R O,46, 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - Dl = �i Scale: 0.6153 .nom e� WARNINGS: GENERAL NOTES, unless otherwise noted: i,.} ©� �• ca 1.Builder and erection ntrador should be advised of all General Notes 1 This designs based only upon Be parameters shown and Is br an individual 4yl� I� 44/ Truss: Dl and Warnings before construcloncommences bolding componentApplicabilityofdesignparametersandproper •4- •4.' '�Da A 2.2x4 compression web bracing must be installed where shown+ incorporation of component s the responsb l ty of the building dealgner. 3.Additional tem bracing to insure stabil Burin 2 Design assumes the top and bottom chords to be laterally braced at temporary g stability gconslrucl on Tac and at l0'oc respectively unless braced throughout their length by �� � s s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC) .'✓'a"R RIA' DATE: 12/10/2015 the structure is the responsibility of the bolding designer. 3.2x Impact bridging or lateral bracing required where shown V ...reit SEQ. : 1<1589676 4.Na bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design 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 8.Design assumes full bearing at all supports shown.Shim or wedge if J EXPIRES..12/31/201.5 . necessary. fabrication,handling, EXPIRES: shipment and installation o(components. 7.Design assumes adequate drainage isided. December 1 0,2015 B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of im truss,and placed so their center TPWJFCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits Indicate s¢e of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. 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. DON. DL ON BOTTOM CHORD= 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed 0.100" MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" 12 MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 4.00 I7 2 -/ Design conforms to main indforce-resisting system and components and cladding criteria. ir Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 41 load duration factor=1.6, N End vertical(s) are exposed to wind, 6, Truss designed forwind loads I in the plane of the truss only. 0 ti 1 N I ro o o ` 4 3.,>-<(-__ M-3x8 • y y 3-00 'C � Pit VP� .. 4-00 l •• �G;INE .' !PROVIDE FULL BEARING;Jts:4,3,2 �.' Q 89200PE t" JOB NAME : POLYGON NW PLAN 7-B NH - D24 Scale: 0.8962 ,y • �,/�"' WARNINGS: GENERAL NOTES, unless otherwise noted: "t /OREGON t�+ 1.Builder and erection contractor should be advised of all General Notes t This design Is based only upon the parameters shown and's for an Individual • F+ �! (p (l {�\ Truss: D2 and Warnings before construction commences. balding component Applicability of design parameters and proper <,© I 1-4-, 4 'YF 2 204 compression web bracing must be installed where shown+ incorporation of component smeresponsibility of the building tlesgner. 3.Additional temporary bracing to insure stability during construction 2 Des gn assumes the top and bottom chords to be laterally braced at _ ���'�� is the responsibility of the erector.Additional permanent bracing of 2 o.c and al ee o c respectively unless braced throughout their length by DATE: 12/10/2015 the overall structure is the responsibility f the buildingdesl continuous sheathing suchr l as ac plywood air sheathing(TC)wereshown er tlrywall(BC). spans Y o designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K15 8 9 67 7 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. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-wrrosIve environment, �y design loads be applied 10 any component. and are for"dry condition"of use. EXPIRES: 12/31/2015 TRANS ID: LINK6.Design assumes full bearing at all supports shown.Shim or wedge If December 10,2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. B.This tlesgn Is famished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPINJlCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. Mick USA,Ina./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(Mirk) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 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. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=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=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 9.00 3 —/ 2 I I M-3x9 l l y 1-00 8-02 � N•G I N -":4' ''�? 8-2200PE ter' JOB NAME : POLYGON NW PLAN 7—B NH — El / Scale: 0.6366 WARNINGS: GThis deNOTEb, unless on he parameters aramise to +tSR OREGON 4 1.Builder and before construction uld commences. be nce advised of all General Notes 1.This ign iscomponent. nent.ased only upon the pesign parameters shown and 1prfor per individual Truss: El and Warnings before construct on commences budding ng comporrent Applicability of design para meters and proper �J ys. 2.2x4 compression web bracing must be Installed where shown 4. Incorporation of component s the reeponslWity of the building designer /*- [.�1�. ' 3. Additional temporary bracing to insure stability during construction 2 Des gn assumes the tap and bottom cse for tc be laterally braced at 7 1J is the responsibility of the erector.Additional permanent bracing of 2'o c antl at 10 o c respectvety unless braced throughout their length by J� _ DATE: 12/10/2015 the overall structure s me rebilrt of bulla desl continuous sheathing or such lb plywoodcinre sheath AETC)o n/ortlrywall(BC). ✓J��� L spons y o 11g goer. 3.2x Impact bridging or lateral bracing required where shown++ �/ SEQ. : K1589678 4.No hoed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment signory. EXPIRES: 1 f311201.5 pmerrt and installation of e.peaign assumes adequate drainage is provided. December 10,2015 6.This design is Nmished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPINJrCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size o/plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-105) 88 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -68/ 479V -33/ 97H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.294" @ 4'- 1.7" Allowed = 0.484" MAX TC PANEL TL DEFL = -0.393" @ 4'- 1.7" Allowed = 0.727" 7-10-04 0-03-12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 12 4.00 G,° Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 3 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 O 0 re N r1 i fi 1 �III 5 I O M-3x9 M-1.5x3 y b 1 7-10-04 0-03-12 1 y l 1-00 8-02 '0 P R Opt SS c :9200P ter' JOB NAME : POLYGON NW PLAN 7-B NH - E2 Scale: 0.5366 I1011Ps...- I. WARNINGS: GENERAL NOTES, unless otherwise noted: ''4'F ,a ©7AICl'A©IV � ' 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 // /-/( A Truss: E2 and Warnings before construction commences building component.Applicability of design parameters and proper a� 2.2x4 compression web bracing must be Installed where shown* incorporation of components the responslbilty of the building designer ,/`^ 4' Q 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be lalerelly braced al y� *414' 1 {5 s the responsibility of the erector.Additional permanent bracing of T o c and at 101 o c respectively unless braced throughout their length by 44'&• �._.- DATE: 12/10/2015 the overall structure s the responsibilityfthe building designer compacts sheathing later:b acinplywg red sheath here s and/or drywall(BC). R R 1 1 o 9 9 3 2x Impact bridging or lateral bracing required where shown a* R L. SE K15 8 9 6 7 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' ' fasteners are complete and al no time should any bads 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. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes sshown.5hlmarwedgeif EXPIRES. 12131/2015 ssery. EXPIRES: J G fabrication,handling,shipment and Installation of coms. 7.Design assumes adequate drainage is provided. December 1 0,201 5 6.This design is furnished subject to the limitations set forthorth byby 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-69) 49 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "0c spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.038" @ 2'- 10.1" Allowed = 0.279" 4-11-04 0-03-12 MAX TC PANEL TL DEFL - -0.043" @ 2'- 8.1" Allowed = 0.919" MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.2" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Hi -/ load duration factor=1,6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I 0 0 N 0 o M-3x4 M-1.5x3 b 1, y 4-11-04 0-03-12 l l y 1-00 5-03 ,.e. PR�p�Uel Ca�r� 4 GIN-E�;S' ,�0 cc, '• 89200PE • tet' JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.5895 �� /� _ WARNINGS: GENERAL NOTES, unless otherwise noted: 'i+ C. 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 OREGON �" 4. Truss: E3 and Warnings before construction commences. building component Applicability of design parameters and proper 'G /j a' l 2.2x4 compression web bracing must be installed where shown+, incorporation t component s the responsibility of the building designer. #/ _( �t1 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be lateraly braced at 1-'- 1 4.f M {� is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 sheathing suchrespectively as ply unless braced throughout their length by DATE: 12/10/2015 the overall structure Is the responsibility of the building designercontinuousr enlbacing re uiret where sh)own nd/or tlrywall(BC). �l 3.2x Impact bridging or lateral responsibility required where shown++ tri S E Q. : K 15 8 9 6 8 0 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. fasteners are complete and at no See should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: R ES. 12/31/2015 mmn fabrication,handling, cery' shipment and Installation of components. T.Design assumes adequate drainage Is provided. December.I 10,201.Ix +e5 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 TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CompuTros 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 5'- 3.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. CON. LOADING BC LATERAL SUPPORT <- 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, End vertical(s) are exposed to wind, LL - 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR LOPS£ LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 -/ 2 4.00 0 04 2 IIIII Lr: 0 N /- I Ell ru 1 _ A 4 M-3x4 l b 1 1-00 5-03 `t- .. 892OOPE JOB NAME : POLYGON NW PLAN 7-B NH - E4 / Scale: 0.7524 LI. WARNINGS: GENERAL NOTES, unless athatalsa rated. "57 A OREGON A /4 1.Builder and erection contractor should be advised of all General Notes t.This designs based only upon the parameters shown and Is for anndvdual �'' .rq 1.. A Truss: E4 and Wamrigs before construction commences building component Applicability of design parameters and proper ( 1(. . 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing tonsure stability during construction 2.Design andt assumes the tap and bottom unlesschobrads o be laterally braced at � �` s the responsibility of the erector.Additional permanent bracing of 7 o.c. at l V o c respectively braced throughout their length by - � DATE: 12/10/2015 the overall structure Is the responsibility of building continuousridging orng laterlboinh as g red quired of thedesigner. SE K158 9 681 4.N.load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, £� tlesign loads be applied to any component. and are for"dry condition"of use. EXPIRES. 12/31/2015 TRANS ID: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the nery. December 10,2015 fabrication,handling,shipment and Installation of components. 7.Deisigngnaassumes adequate drainage is provided. 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 TPI/WTCA in SCSI,copies of which will be fumished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate deign values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System ® General Safety No�� PLATE LOCATION AND ORIENTATION1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown intoFailure to Follow Could Cause Property Damage or Personal Injury ° offsets are indicated. I (Drawings not to scale) RIM Dimensions are in ft-in-sixteenths. �� Apply plates t0 both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0-1/16" 1/1�, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves iziAll 4 mayrequire bracing,or alternative Tor I _ 0 .. p braing should be considered. F � O �� (9 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of his truss ign to the For 4 x 2 orientation,locate ~ 7 8 c6-� cs-e 4. designer,erection tsupervisorr,,sproperty owner and plates 0 'Ad' 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 y protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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,ESRI 988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated by symbol shown and/or SYP values as published specified. bytext in the bracingsection of the representsbAWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, 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 or plate without prior (supports( occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. MIM reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. EMI III. s 18.Use of green or treated lumber may pose unacceptable =� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone h Al° DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 11I. 20 K .Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013