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Plans (386) mem sL mit --ve_uLacskv3 MiTeka MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. .\<cyED PR QFFs c NGI NE4- dim 4t" 9<' V OREGON a'�4j -Y,c �9Ry ir 'AUL ,� ! •� . 2 August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 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 1 1-0-0 1 P-5-6 1 1 1-2-01 1_0-1_4_1 Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 H 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 H 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e e/ '\, / '\ / '\L VA" N ,,, i lir 1-VII- qy�J� P O d O 0-24� 23 22 21 20 19® 18 17 •' 3x5= 3x5= 1.5x3 II 3x5= 3x5—3x5= 7-0-14 17-7-14 18-2-14 1 14-4-4 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [8:0-1-8.Erge],[19:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 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 lncr 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 tio P aF�ts 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 \Gj. NGIN4, s, Uniform Loads(plf) C? ' Vert:16-24=-8,1-15=-80 89782P Q1-" Concentrated Loads(Ib) Vert:2=-674(F) Mgr Y OREGON �y'-- PAUL " EXPIRES: 12/31/2016 August 7,2015 a e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. MI 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 tYIE 1� - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,defvery,erection and bracing,consult ANSI/IPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty Ply POLYGON 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 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 I Scale:1/2"=1' 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 34x4= 4 5 6 7 8 . _ ., ,___L. ,, ® e e‘ , ,_ e 9 ` B .... ,. . • 1. 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 II 4x6= 3x6= 3x4= 1-1-12 11-8-12 12-3-12 I 13-8-4 1 1-1-12 0-7-0 0-7-0 11-4-8 . - in - .Y 'r- -8 d.- '.- LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-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. ,i 0 PRQ,~F C,��� w�� Ufa--, 8.782PE 1-" • _ 174/0 OREGON 97'40 Q 1,9, <I liy •1 ‘ _it, rr „ PAUL \-4 EXPIRES: 12/31/2016 August 7,2015 IMMOa WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERABLE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �» Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding , fabrication,qualify 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 r:itmc Heights[:A 95810 Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ I 2-6-0 0 1 7-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4 = 1.5x3 ll 1 2 3 4 53x4= 6 7 8 / N u , 14 13 12 11 10 • 3x4 = 3x6 =1.5x3 II 1.5x3 II 3x6 = 3x4= I 5-10-2 1 6-5-2I 7-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edge].15:0-1-8.Edae] LOADING(pst) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 . Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. 4Eq PR©1 - wc\��< GIN 9 s, 89782PE �<' MIN to 9 OREGONr'sO i-1.p,qFy 16 ie.,'" 'AUL — EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �" Applicability of design parameters and proper incorporation of component is responsibility of building designer-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 IYt fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl 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 rtitrue Heights,CA 95810 Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 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 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMlm6rT_v9ITEGty1 hJmpVyqBiP I 2-6-0I I 1-8-6 1 I t-2-0 I I 0-8-14 I Scale=1:25.0 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 H 3x4= 1.5x3 11 1 2 3 4 53x4= 6 7 8 o e -......- : N 6 E,\\I 9' el , 1 13 12 11 10 3x4= 3x6= 1.5x3 I I 1.5x3 11 3x6= 3x4= 7-0-14 17-7-14 18-2-14 I 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)- [4:0-1-8.Edge).[5:0-1-8.Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ltd 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 IBC20121TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,3-4=-2010/0,4-5=-2110/0,5-6=1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=01773,4-13=-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. ���E© PR ofi�sS �,\N ' GINE�� /0 :997782PE sem" 7 OREGON a". "q '9RY 16.2 cs �ir PAUL ON1 EXPIRES: 12/31/2016 August 7,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �W 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 'YI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 nitros Heightc'r.A 95610 Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZBjokyffsSGMIm6rT_19JyEJXy1 hJmpVyqBiP I 2-0-10 I I 1-2-0 I I 0-8-14 I I 2-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 1 2 3 3x4= 4 5 6 o o c, 1 0 9 0 0 108 // 1.5x3 II 1.5x3 0 3x6= 3x4= 3x4= 1 2-3-10 1 2-10-10 3-5-10 9-7-0 2-3-10 0-7-0 0-7-0 6-1-6 Plat- • 1,e :1-1-8 d.- •f- : LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. - REO PRQFFs � A,,.• ��GI N��6)• c'2 89782PE r ' NE 9 •REGON p'+ ' ' 12- 9'9 �gfiy A6,2'<<„ '°AUL R'� EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/18/2010 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IYI� � 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/rill Quality Criteria,058.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 C.itrus Hpi5htq("A 9561n Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:57 2015 Page 1 I D:DFkz9p3tCrPAGZn VberKOtyJvgB-yA4hbHamU 5spGpReg3G?e203vZrzhM5FL3JLyygBiO I 2-6-0 I 2-1-12 I I 1-2-0 11 0-9-8 1 2-3-0 I1 1-2-0 I I 1-4-0 1 1-6-0 Scale=1:27.8 1.5x3 H 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 H 3x4= 1.5x3 Il 3x6= 1.5x3 1 2 3 4 5 6 7 8 9 10 tI---------- jillIllilillIlr i 0 0-4711111111111111111111411111111111111111111% - ii111 4: 0 -, • N W. 0 O fiNI 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4 = 12-10.12 1 4-10-12 15-5-12 16-0.12 1 11-8-12 12-3-121 I 15-11-12 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 PlateOffs-ts XY .1- -: _ .. :I-1-: d.e 6:0-1-8 ..e LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (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. oPROFE. s(:7 ,.....c.-_ ,meg rNGINE -R /0 /89782PE ,- '...,.ate. '-""' . - 7 OREGON o'• ami. 2iNr -16) �gRY1 '2(Q fi PA UL R%y EXPIRES; 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02H6/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �a Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the `,- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'j/� Tek fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB•89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber Si Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guzogOnnEBGYKrz?RiD8EU?ottOygBiN I 1-9-14 I I 1-2-0 1 1 0-8-14 1 f 2-6-0 Scale=1:17.6 1.5x3 H 3x4 = 1.5x3 I l 3x4= 1.5x3 1 2 3 3x4 = 4 5 6 0 N c,-- o o o ,, 11 10 9 8 A 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = 2-0-14 2-7-14 3-2-14 9-4-4 2-0-14 I 0-7-0 0-7-0 6-1-6 - S.d -s . _'0-1-8 d.- 3:0-1-8 d.e LOADING(psf) SPACING- 1-7-3 CSI- DEFL- in (loc) 1/deft Ltd 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 Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0(757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 40 PRope. cr\c.• 0,G I N6- /o2 89782PE fir' _.iiiv• fi MI -74,09 RECONrt,* ,9o 4RY 16- tc,, F, . PAUL '�J EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.07H6/2013 BEFORE USE. A � Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �i' 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 responsibillify of the IY!Ie 1CR�. 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/TP11 Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r'I.su=ighw cu oss1n Job Truss Truss Type Qty Ply POLYGON - R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 I I 1-2-0 110.9-8 1 2-3-0 I I 2-3-0 11 1-2-0 I 10-8-8 I Scale=1:28.5 1.5x3 I I 3x5= 1.553 I1 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 4x4= 1.5x3 I1 1 2 3 4 5 6 7 8 9 10 a ir Ar 9 fV o e e O e B 1 16 15 14 13 12 ..ea. 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-12 16-0-12 1 11-8-12 't2-3-121 1 1644 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.Y)- [7:0-1-S.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 Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Il REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=-2435/0,4-5=-2435/0,5-6=-2821/0,6-7=-2821/0,7-8=-2063/0,8-9=-2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=-559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=-1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 89782PE c' i► - III •REGON -' EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 mv.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. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the e + erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TF.11 Quality Criteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s J5111 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 I D:DFkz9p3tCrPAGZnVberKOtyJvgB-MI IgEJcfn0EO7HADVCgiGheXZnbxA2zXyJ HyHygBiL I 2-6.0 2-1-12 1 1 1-2-0 II 0-9-8 1 2-3-0 1 1 2-3-0 1 1 1-24) 1121 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 11 3x4= 1.5x3 II 3x4 = 1.5x3 11 1.5x3 11 1 2 3 4 5 6 7 8 9 10 O , ,I1, ® 6 O O 1 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-12 1G-0-12 1 11-8-12 12-3121 I 16-2-8 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— p:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge],[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft 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 lncr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-Ail 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. ti4“) PRoF s ��c. �cNGIN�F�4 /� 8.782PE 9I 'a- h 7 OREGON o' 1;9 PAUL Ck\N EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component.” Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the e erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingMITA' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informaflon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cite.Heights,CA 95610 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 I (Drawings not to scale) Damage or Personal Injury rMiM Dimensions are in ft-in-sixteenths. I, Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves 1111111Elt CI may require bracing,or alternative Tar I 7 ILIP:211A11 . pbracing should be considered. 3.ez ■_� Never exceed the design loading shown and never stack materials on inadequately braced trusses. PII For 4 x 2 orientation,locate C7-8 C6-7 C-6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0-14d' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,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 in all respects,equal to or better than that e Indicated by symbol shown and/or 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 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I 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. ■=0 reaction section indicates joint 17.Install and load vertically number where bearings occur. unless indicated otherwise. Min size shown is for crushing only111110111111111 . o3 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with Industry Standards: 11 project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. lie is not sufficient BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 ....... int MiTek8' 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ,, .D P R ores, �0 �NGINiti � is 444 "j7 2 89200PE r rt- - OREGON Y� t* Asted f�? 1' 14 '2P 0, 1i4 i4RRtil- 40-111PAere u . 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 ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main wind£oYce-resisting BC: 2309 KDDF N160TR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall LION. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF 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 � IIsi-9x9 Q 6.00 i ol o i M-3x4 M-3x9 { ry r y 1-00 b 16-06-08 y 1-00 y�cj �NGIN��/� /� `� .9200PEf JOB NAME : POLYGON NW PLAN 7—B NH — Al '.""J! ,I—iff * Scale: 0.4000 M t' WARNINGS: GENERAL.NOTES, unless otherwise noted: 7j A_OREGON�� 4. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 4✓ -a7' Truss: Al 9 7� and Warnings before construction commences. buildup component.co A neat Istith of design parameters of ert and proper incorporation of component the responsibility of the building designer. t 2.2x1 compression cash bracing must be installed where strewn•. Design abraced 3.Additional temporary bracing tel Insure stability dudng construction g.Desitin assumes the lop and bottom chards to be laterally bracetl at � �R �+ le Be responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by 4+ DATE: 12/10/2015 the overall structure in the responsibility of the building designer. 20 Impact ridging or suer,l bs plywood required a wham)shoandtwn n arywelgBC). gacin 3.to Impact bridging ere)bractng required where sirown w+ SEQ. : Ni5 8 9 6 6 6 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. EXPIRES: e� i (� fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used In a noncorrosive emlrenmenl, X R 4u7. 12/31/2L 5 TRANS I D: LINK design hada be applied m any component. and are tor'dry condllbn'of use. 5.CompuTns has no contra over end assumes no responsibility for the 8.Design assumes full beefing at all suppoda shown.Shim or wedge A December 10,2015 fabrication,handling,shipment and installation of components. nesigsary. d. 6.This designie furnished subject to me limitations set forthT.Design to it assumes adequate drainage ise truss, by 6.piec elt bewith located on both faces of truss,and placed so their center TPVWfCA m SCSI,copies of which will be furnished upon request. lines coincide calm Jdnl center lines. g.Digits indicate size o/plate in inches. MiTek USA,IGC./CompuTrus Software 7.6.7(1L)-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 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 116BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2- 8=(-378) 1540 3- 8=1-326) 309 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=(-1751) 477 8- 6=(-431) 1540 8- 4=1-121) 934 WEBS: 2x4 KDDF STAND 3- 4=1-1351) 268 8- 5=1-326) 306 LOADING 4- 5-(-1351) 256 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=1-1751) 502 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 809V -82/ 820 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -125/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.075" @ 8'- 3.2" Allowed= 0.781" MAX TL CREEP DEFL = -0.141" @ 8'- 3.2" Allowed= 1.042" MAX LL DEFL= 0.002" @ 17'- 6.5" Allowed = 0.100" MAX 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" l' 1. 1' MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 T 1' T T T 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h-21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 „1,-..,,,,, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 8 M-5x8 M-3x4 M-3x9 M rn O IIII III III C 1 20 0/111 a= _ 6 7 I i o 0 4 3.00 3.00 12 12 yy 1-00 y 8-03-04 8-03-04 yb 1-00 ��.Eq PR©F s. . / 16-06-08 `r 89200PE r JOB NAME : POLYGON NW PLAN 7-B NH - A2 Scale: 0.3183 ,,��'`_ 01° /}._,, WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON we,,, T Tll S S: A2 f ofat Builder and erection contractor should be advised General Notes 1.This design Is based only upon the parameters shown and le for an h,dtdual /A.A (t.�,� 44/ and Warnings before construction commences building component.Applicability of design parameters and proper te., % \V' v1 • 2 284 compression web baring must be Installed where shown• incorporationd campoeeH is the respanalblllty of the building sig . }/ ^ �+ 3.Additional temporary bracing to Insure etebglh during construction 2.Design assumes the lop and bottom chorda to be laterally braced al �1� 1(,�. 4� Is the responsibility al the erector.AtltllOensl permanent bracing of 2'o.e,and at 10'o.e.respectively unless braced throughout their length by /i+�' 12/10/2015 the overall structure is the responsibility of the building designer. 3.continuousx act risheathing such ab al bracing required required w d acre stownn end/or drywell(Bc). "'"I F:110- DATE: SEQ.: K 15 8 9 6 6 7 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. fasteners are complete and at no three should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment. and are f«'dry condition"of use. TRANS I D: LINK design loads beapplied too any component. A Design assumes full bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. . febrkelion,handling,shipment and installation of components. 7.Design assumes adequate drainage b prodded. December 1 0,201 5 5.This design Is furnished subject to the hmhatione set(Ddb by 8.Plates shell be located on both faces on truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide vdth joint center line. uTrus Software 7.8.7 1 L-E 9.Digits indicate size of plate in Inches. MITek USA,Inc./Com P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1955(utTek) 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 41&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 50 2-10=(-251) 92 10- 3=( -12) 169 BC: 2x4 KDDF 0168TR SPACED 24.0" 0.C. 2- 3=1 -69) 347 10-11=(-255) 90 3-11-( -470) 164 WEBS: 2x4 KDDF STAND 3- 4=(-146) 779 11-12-(-682) 251 4-11=(-1145) 248 LOADING 4- 5-( -74) 220 12-13-( -48) 472 4-12=( -95) 806 TC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=( -85) 246 13- 8=(-241) 848 5-12-) -361) 143 BC LATERAL SUPPORT 0- 12"OC. DON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-(-566) 90 12- 6=( -765) 194 TOTAL LOAD= 42.0 PSF 7- 8=(-980) 274 6-13=) 0) 450 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7-) -346) 219 LL 25 PSF Ground Snow (Pg) M-1.5x9 or equal at 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) 0'- 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 'COND. 2: Design checked for net)-5 psf) uplift at 24 "cc spacing. NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed- 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.036" @ 21'- 8.1" Allowed = 0.781" 13-00 13-00 MAX TL CREEP DEFL = -0.065" @ 17'- 8.8" Allowed = 1.042" MAX LL DEFL= 0.002" @ 27'- 0.0" Allowed= 0.100" f f f MAX TL CREEP DEFL= -0.003" @ 27'- 0.0" Allowed - 0.133" 5-02-12 4-08-04 3-01 4-07 . 4-00-05 4-04-11 f 1' f ' 1' '' 1' MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" IIM-4x4 12 M-1.5x4 4.0" 6.00 [7' M-3765 ,(--.(M-3x5 Design conforms to main windforce-resisting M-3x5 j M-1.5x4 12 system and components and cladding criteria. f' M-3x9 M-3x5 Q 6.00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 > M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-3x6 Truss designed for wind loads in the plane of the truss only. M-1.5x3 sem M-2.5x4 or equal at non-structural diagonal inlets. 13 Truss designed for 4x2 outlookers. 2x4 let-ins M M-5x6 M-3x9 rn of the same size and grade as structural top of 2 y 12 o chord. Insure tight fit at each end of let-in. e 1 s sa M-3x8 '._ • d, Outlookers must be cut with care and are 1 1X�•�•��•�••���•�•�•������������11 B o Permissible at inlet board areas only. 0 o M-1.05 3 61-5x10 1 0 M-3x4 a 3.00 3.00 I - 12 12 - b I I I b ry 9-11 3-01 4-08-12 8-03-04 �4 " pR����s 1 b b > b b 1-00 9-11 7-09-12 8-03-04 1-00 �� �1.1GIN R / 1-00 26-00 1-0o kw 89200Pc. JOB NAME: POLYGON NW PLAN 7-B NH - B1 Am / Scale: 0.2048 tea . -(/ts- WARNINGS: GENERAL NOTES, unlessotherwlsenoted. !, ,, EGONOR 4/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for en individual �O✓-'1 to �r '� �,\ Truss: B 1 and Warnings before construction commences. building component Applicability of design parameters and proper _1/ W 2.2x4 compresslon web bracing must be Installed where shown+. incorporation of component Is the reaponeibigty of the building tleaigno. 3.Additbnal temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced al [:.� 0- is the responsibility of the erector.Additional permanent bracing or T o.c.and at 10'o.c.respecdvety unless braced throughout theft lactim by 4` DATE: 12/10/2015 the overall structure Is the responsibilityf the boudmB designer. continuous sheathing such as plywood required hone)and/or drywan(Bc). o3.2x Impact bddging or lateral bracing where shown++ SEQ.: Ki5 8 9 6 6 8 4.No bad should be applied to any component until after all bracing and 4.Installation of hues is the responsibility of the respective contractor. EXPIRES: (�(�c {n /� fasteners are complete and at no time should any loads greater than 0.Design assumes trusses are to be used In a non-corroslve environment [/e P(('l Crr7: 14I I2 V TRANS I D: LINK design loads be applied to any component. and are for condnlwr of use. 5.Compuirua has no control and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Designnecessary.asDecember 10,2015 "a. eranumes adequate drainage is tss,d. and This design is furnished subject to the limitations set forth by 8.Plates shall be located on both latae of rose,and placed so their center TPIAYTCA in 5101,copies of which will be furnished upon request. lines coinclde with Joint center lines. 9.Diggs indicate also of plate in inches. MITek USA,Ino./CornpuTnte Software 7.6.7(1 L)-E to.For basic connector piste design values see ESR-7311,ESR-1888(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 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-247) 1594 10- 3=1 0) 228 BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. 2- 3=(-1886) 361 10-11=(-249) 1591 3-11=( -378) 107 WEBS: 2x4 KDDF STAND 3- 4=(-1479) 359 11-12=(-171) 1308 4-11=) -85) 76 LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 4-12=( -183) 151 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01,) 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=(-2996) 590 12- 6=(-1726) 395 TOTAL LOAD = 92.0 PSF 7- 8=(-3145) 715 - 6-13=1 -191) 1428 OVERHANGS: 12.0" 12.0" 8- 9=) 0) 50 13- 7=) -104) 165 LL = 25 POP Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 = -0.170" @ 17'- 8.8" Allowed - 1.254" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 13-00 13-00 • T f ,t MAX HORIZ. LL DEFL - 0.098" @ 25'- 6.5" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" 1' 1' 1' 1' T 1' 1' 12 12 6.00 M-4x6 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 ,O:vl 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, 6 M-3X6 Truss designed for wind loads in the plane of the truss only. -3x9 Vime �3 M-1.5x3 r13 ro 5x6 -M-4x4 o 12 0 1 1 ° 0 M-3x10 y d, O l0 n. = 1 'M-3x4 M-1.5x3 M-5x10 of 0 0 ..3.00 3.00 . 12 12 b ; b l b b - y 5-01 4-10 y 3-01 4-08-12 y 8-03-04 y J. r n Qj 1-00 9-11 7-09-12 8-03-04 1-00 �J �� ?P e s,, y `e 26-00 4.1 2 `�- 89200PE �<'" JOB NAME : POLYGON NW PLAN 7-B NH - B2 ,A1.-41°.:, ,. Scale: 0.2048 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON1:t Truss: B 2 1.Builder and erection contractor should be advised of ail General Nates 1.This design le based only upon the parameters shown and Is for an Individual nd Warnings before construction commences building component.Applicability of design parameters andproper .8,• 47� �\ A. 2.2x4 compression web bredng must be Instated whore shown+. Incorporation M component is the responsibility of the building designer. �!6 ti 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom see lar to be laterally braced at / 0� la the responsibility of the erector.Addltlonai permanent bracing of 2'o.c.and al 10'o.c.respectively plywoodly unless braced)TC(a out their length by continuous sheathing such as ng(TC)and/or drywall(BC). rVf R A`t, DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4 V SEQ. : El5 8 9 6 6 9 4.No bad should be applied b any component until after at bracing and 4.Installation of truss is the responsibility of the reepeotNe contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied la any component. end aro for"dry condition.of use. 5.Com Trus has no conal over and assumes no responsibility 6.Design assumes full bearing et all supporta shown.Shim or wedge g EXPIRES: 12/31/2015 pu aponeibility torihe neuasary.0 fabrbalian,handling.shipment and installation of components. T.Design assumes adequate drainage b prodded. December 1 0,201 5 8.This design is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss.and placed on their center TPUWTCA In 13051,wpbs of which will be furnished upon request. lines coincide with joint canter lines. Wok USA,Inc./Com uTrus Software 7.8.7 1L-E 5.Diggs Indicate she of plate in Indies. p ( ) 10.For basic connector plate design values see ESR-1311,ESR-1580(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 a TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=1-270) 1528 3- 8=1-383) 258 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1-1813) 396 8- 9=(-124) 1001 8- 4=1-128) 638 WEBS: 2x4 KDDF STAND 3- 4=1-1590) 399 9- 6=(-298) 1528 4- 9=1-128) 638 LOADING 4- 5=1-1590) 399 9- 5=(-383) 258 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-1813) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 0) 50 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF SO 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 Design conforms to main windforce-resisting 6-09-04 6-02-12 6-02-12 6-09-09 T T T T T system and components and cladding criteria. 12 12 Wind: 140 mph, h-22.401, TCDL-4.2,BCDL-6.0, ASCE 7-10, 6.00 1.--- M-4X6 ' 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor-1.6, 4 ,(-4' Truss vertical(s) are exposed to wind, Truss designed for wind loads uik J in the plane of the truss only. M-1.5x3ler' M-1.5x3 3 5 ho ch 0 0 c 1 _ a1 m 11 7 0 8 9 6 IIM-3x4 M-3x4 M-3x4 M-3x4 to o M-3x5(S) b ), b l 8-10-03 8-03-11 8-10-03 rn rip b l 10-00 y 16-00 b l c.<' oFe LVGIN/ s/, 1-00 26-00 1-00 ' 89200PE '(` JOB NAME : POLYGON NW PLAN 7-B NH - B3 ,,,-,, ,� Scale: 0.2048 4► ,.J�}. WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON I"4 1.Builder and erection contractor should be advised of all General Notes 1.ThN design Is based only upon me parameters shown and is for en Individual . r<_ 40 Truss: B3 and Warnings before conabuctlon commences. building component.Applicability of design parameters and proper ✓J Y 2.2x4 compression web bradng must be installed where shown+. A. Incorporelbn of component Is the responsibility of the building designer. �© "�}/ 4y {'/{ � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords b dbthroughout laterally braced at 1 f+ Is the responsibility of the erector.Additional permanent bracing of T en.and at 10'on.respectively unless braced their length by continuous sheathing such as wing tl sheathing(TC)where and/or drywall(BC). R I 0- DATE: DATE: 12/10/2015 the overall structure Is the responsibility of me building designer. 3.b Impact bridging or lateral bradng required shown++ f-1 4. SEQ. : Ki5 8 9 6 7 0 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. fasteners are complete and at no flee should any loads greater than 5.Design assumes busses are to be used in a non-conoaho,environment TRANS I D. LINK deelgn loads be applied to any component. and are for"dry condition.'of use. 5.CompuTrue hes no control over and assumes no responebAily for the 8.Designataae assumes full bearing al as supports shown.Shim or wedge 8 EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adoquefe drainage le prodded. 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 TPINVTGA in BCSI,copies of which will be furnished upon request. lines coincide with joint caller lines. 9.Digits Indicate sloe of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.8.7(1L)-E to.For basic connector plate design values see ESR-131I,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 RODE 4116BTRI LOAD DURATION INCREASE = 1.15 1- 2-1 0) 50 2- 8=1-257) 1288 8- 3=( 0) 227 2x6 KDDF #1613TR T2 SPACED 24.0" O.C. 2- 3=1-1539) 383 8- 9-1-259) 1285 3- 9=(-448) 138 BC: 2x4 KDDF #16BTR 3- 4=1-1080) 364 9-10-1-293) 1265 9- 4=( -94) 564 WEBS: 2x9 KDDF STAND LOADING 4- 5=) 0) 0 10- 7-1-293) 1268 9- 6=(-437) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6-1-1063) 337 7-11=1 0) 4 6-10") 0) 153 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1495) 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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -189/ 1056V -97/ 102H 5.50" 1.69 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 KDDF ( 625) 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 or equal at n -structural {COND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing. 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 - 1.406" MAX LL DEFL- 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= 0.000" @ 0'- 0.0" Allowed= 0.133" MAX HORIZ. LL DEFL= 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL- 0.033" @ 25'- 8.8" Design conforms to main indforce-resisting 13-00 14-00 system and components and cladding criteria. 5-11 5-01 2-00 3-01 10-11 Wind: 140 mph, h-22.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 -7-1,1-4x4+ load duration factor=1.6, 12 12 End verb cal lel are exposed to wind, 6.00 M-9x6 Q 6.00 Truss designed for wind loads • in the plane of the truss only. 44 + M-3x4 M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 2'z + 3 • r., M-3x4+ co • 2 - 8 9 10 1 0 I o M-3x4 M-1.5x3 0.25" M-1.5x3 1o M-5x8(S) M-3x4 r 1'1 1'.T 1 5-09-04 l 5-02-12 y 5-02-12 y 9-09-04 y mss'• ��� I. 1-00 26-00 y ,_41./ 89200PE r 411111"JOB NAME : POLYGON NW PLAN 7-B NH - B4 =vj�► Scale: 0.2298 ,,r.���1 OREGON V OREGON �1J WARNIN08: GENERAL NOTES, unless other ass noted: +t� 3 b 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end le for en Individual a" 1 t.. t a's Truss: 84 end Warnings before consWcbon commences. building component.Applicability of design parameters end proper / 1 4 2.2e4 compression web bredng moat be installed where shown�. incorporallon of component is the responsibility of the building designer. czt 3. Addison temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al `F?RI _`V Ie 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)and/or drywag(BC). DATE: 12/10/2015 he overall structure Is the responsibility of the building designer. 3.24 Impact brldging or lateral bracing required where shown++ SEQ.: K1589671 4.No load should be applied to any component until after all bredng and 4.Installation of Inusa h Me responsibility of the respective contractor. fastenere are complete and m no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12/31/2015 TRANS ID: LINK design loads be applied to any component. dna are for'dry condition.of use. 5.CompuTma hes no contra over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. nary. December 10,2015 7.Design assumes adeduene drainage is provided. e.This design Is furnished subject to the limitations set fold by 8.Plates shell be located on both feces of truss,dna placed so their center TPIN,ICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate eke of plate In Inches. MiTek USA,Int./CornpuTrus Software 7.6.7(1L)-E 10.For bask connector plata design values see ESR-1371,ESR-1988(Mask) 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 HOOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 209 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 POE Wind: 190 mph, h=l5ft, TCDL-9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T T 12 IIM-4x4 12 6.00 D 3 Q 6.00 • 0 2 ` 4 O o 1 �� 10 o M-3x5(5) O M-3x4 M-3x4 y ), y 1-00 y 10-00 22-00 12-00 �`��� 3I ' . `sit? 89200PE v • JOB NAME : POLYGON NW PLAN 7—B NH — C1 Scale: 0.3558 -.; i.. WARNINGS: and erection contractor should be advised of all General Notes 1.This design is based only upoNOTES, unless n the arem ere drown end Is for an individual erwise noted: �" ' OREGON s, 40 Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper "4,. '� ��A tv` /fes 2.2s1 compression web bredng mull be Metalled where shown 5. Incorporation of component is the responsibility of the building designer. /d 3.Additional tem bract to Insure stabile during2.Design assumes the top and bosom chords to be throughout braced at temporary cr . y construction 2'o.c.and at 10'on.respectively unless braved throughout their length by /�� 14 s le the responsibility of the ereaor.Additional permanent bracing of continuous sheathing such as plywood shoe whereC)andfor drywall(BC). "e'/, ''h R 4 L.�; DATE: 12/10/2015 the overall structure N the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required shown•• �'li i SEQ.: K 15 8 9 6 7 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 end et no time should any loads greeter than 5.Design assumes trusses are to be used M e non-corrosive environment, end are for"dry condition.'of us..TRANS I D: LINK design bade be applied to any component.s 8.Design assumes full bearing at all supports shown.Shim or wedge g EXPIRES: 12/31/2015 5.Carman hes no contra over and assumes no responsibility the necessary. fabrication,handling.shipment end Installation of components. 7.Design assumes adequate drelnege is prodded. 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,end plead so Meir center TPtiNTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate eine of plate In Inches. MiTak USA,Inc./CompaTrus Software 7.8.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-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=(-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= 42.0 PSF OVERHANGS: 12.0" 12.0" LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. . (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "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 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting 1' T T .' T system and components and cladding criteria. 12 12 6.00 M-9x6 12 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 ,,,+ End vertical(s) are exposed to wind, ilGo ' Truss designed for wind loads in the plane of the truss only. M-1.5x3 M'1111111111 -1.5x3 3 rn O ro O 4' 1 Yr• (XIWM I 0 2 a 6 9 7 oa6 M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 J. 1 1' 1' 7-06-03 6-11-11 7-06-03 G f.� y 10-00 y 12-00 y 4' ..• p 0FS� 1 oo 22 0o 1 00 �r��LNG�N �g ©�Ir 89200PE fir" JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2933 -4M _ WARslldl68: GENERAL NOTES, unless parameters 7L OREGON 0 . ` 1.and W and Warnings before contractor should be advised of all General Notes 1.buil design ie based only upon y the p e8gn ar sheen and is for r MdMduet wkr Truss: C 2 end Waminga before canaWclbn commences. building component Applicability of design parameters and proper Vr 2.2x1 compression web bradrg must be Installed whore shown+. Incorporation of component is the responsibility of the building designer. <O 'It' 1 4 2.0. L 3.Additional tem 2.Design assumes the lop and bottom chords W be laterally braced al / V. temporary bractng to macre stability during construction 2'o.e.and at 10'me.respectively unless braced throughout Mak length by t+'� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor dryveaGBC). DATE: 12/10/2015 the overall structure Is Me responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ �" R SEQ.: Ki 5 8 9 6 7 3 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D: LINK design loads be applied to any component and are for'dry condition•of use. 5.cam uTnu has no contra over end assumes no res I.Design assumes lull bearing et ee supports shown.Shim or wedge H EXPIRES:. 12/31/2015 p ponaibgity for the necessaryfabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 10,2015 6.INC design is furnished subject to the limitations set forth by 6.Plates shall be located on both feces of trues,and placed so their center TPIIWTCA in SCSI,copies of which will he furnished upon request. linos coincide with)clot center lines. MiTek USA,InclCom uTrus Software 4 7.6.7 L- 5.Digits indicate she of plate in Inches. p ( )E 10.For base connector plate design values see ESR-1311,ESR-1866(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF k1SBTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T 1' 12 IIM-9x9 12 6.00 177' 3 Q6.00 12 M 2 O 4 M IN 7111 1 I� O O O 1 M-3x5(5) o M-3x4 M-3x4 J‘ y 10-00 12-00 po )' y RO5cs 1-00 22-00 \CJS NGI s%q 4 «9200PE r' JOB NAME : POLYGON NW PLAN 7—B NH — C3 '41. Scale: 0.3558 � ��, 1# 7 • WARNINGS: G.ThINAe NOTES, unlessotherwisemep roctad N'4. OREGON A.Truss: C 3 1.anW and erectionsten consb contractorshould co be advised of all General Notes 1.bhh building design celen based only cabn who p design ar sewn and 1p For r individual and Warnings before conaWctbn commences buNding component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation d component Is the reelxmslbNlty of the building Oeslgner. 3.Additional temporary brocing to insure stability during construction 2.Design tassumes aro lop end bottom chords to be laterally braced at • 14, !��y� Is the rospomlblHty of the erector.Additional permanent bredng of M on.and at 1M on.respectively unless braced throughout their length by JJ,,/.., i_ continuous sheathing au&as plywood sheathing(TC)and/or drywell(BC). (I'`'/.. (�l dure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ 1 +' DATE: 12/10/2015 the overall Gru SEQ.: K 15 8 9 6 7 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the reepedhre contracto, fasteners are complete end 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 beds be applied to any component. and are too dry condition.of use. 5.CompuTrus has no contra over end assumes no responsibility for the 6.Design assumes full bearing st et euppnrte shown.Shim or wedge 8 fabrication,handling. scary. EXPIRES: 12!31!2015 g.ehipmeel and installation of components. 7.Design assumes adequateetalnage is provided. December 10,2015 e.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,end placed so their center TPI/WTCA in BC-51.copies of which wilt be furnished upon request. lines coindde with joint center lines. uTrus Software 7.6.7(114.E 5.Digits indicate size of plate In Inches. MiTek USA,Inc./Com P1g.For basic connector plate design values see ESR-1311,ESR-1888(MITak) This design prepared from computer input by 1 Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF 916BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 ROOF 91&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 992 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 19'- 5.8" Allowed= 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HOAR. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 '1 T T 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T 1' T 1 . system and components and cladding criteria. 12 12 6.00 V M-4x6 Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 /-c End vertical(s) are exposed to wind, iuy Truss designed for wind loads in the plane of the truss only. .M-1.5x3irilliM-1.5x3 3 rn rn o o 4' 1 2 8 9 4 5 - 9 iv7 11 6 of M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 , ), 1 b y 7-06-03 6-11-11 7-06-03 1 b 10-00 y 12-00 ), y \C` �N�� � ,�0 1-00 22-00 1-00 4� • .' 89200PE �V' JOB NAME : POLYGON NW PLAN 7-B NH - C4 � , 1" Scale: 0.2433 ---...- WARNINGS: GENERAL NOTES, anise.otherwise noted w OREGON 1.Builder and erection contractor should be advised of all General Notes 1.Thle design Is based only upon me parameters shown and h for an IndMduel Ix 4/4 Truss: C4and Warnings before construction commences building component Applhablety of design parameters end proper ,„ \ 2.2.4 compression web bradrg must be Installed where shown e. Incorporation of component is Me reaponslbatn er the building designer. <0 "'i i,,. ^ -{/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes ill top and bottom cholla to be laterally braced et ( ! Is the responsibility of the erector.Additional permanent bracing of 2'5.0.and.110'c.c.respectively unless braced)TC(oethroughout their length by /1,� 12/10/2015 the overall structure ie me responsibility of the betiding designer. canumuoue sheathing such as plywood sheathing(TC)anmor drywan(BC). '! 4 RIO- DATE: ins dy 3.2s impact bridging or lateral bracing required Where shown.. 1-i SEQ. : K1589675 4.Noroadshould beapplied toany component until after all bracing and 4.Installation oftruss Isthe responsibility heuseofthe real+l.ewstelmn. fasteners ere complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design wads be applied to any component. end em for'dry condition's(use. 5.Canal True hes no control over and assumes no responsibility for the e.Design assumes full bearing al all supporta shown.Shim or wedge if fabrication.handling,shipment end Installation of components. 7.necessary. EXPIRES: 12/31!2015 E.This design is furnished subject to the limitations set forth by 8.Flats.Design shall be located uon1eboth faces of prodded. December placed so their center December 10,2015 TPi,WICA In SCSI,copies of which win be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7,6.7 1 L-E 9.Digits indicate size of plate hr Inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 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 HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 9'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.009" @ 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 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-19.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, M-1.5x3 End vertical(s) are exposed to wind, 3 -/ Truss designed for wind loads 2 in the plane of the truss only. it I L .-I PROVIDE SUPPORT l ' 1r 101101!--11; o5 v4 M-3x8 M-1.5x3 b b 3-00 b l 4-00 <0" PROFk. <cy�`� NCa i tV /�� 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - D1 Scale: 0.6153 /}.. WARNINGS:ug OENEBAe NOT80is unless o the isepa,mote: � OREGON 1.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon parameters shown and la for an Individual w. Truss: D 1 and Warnings before construction commences bonding component.Applicabefy of design parameters and proper 1T Z 2z4 compreeaian web bracing moat be Installed where shown s. Incorporation of component la the responsibility of the building designer. /6 a}/ 1 4 2,° at 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced en (•,J 1 l is the reeponslbltity of the erector.Additional permanent bracing of 2'0.0.and at 10'o.e.respectively unless braced throughout their length by QV IO- DATE: 12/10/2015 the overall structure Is the responsibility of are buildingdes continuous brshidging such as plywood requirede sheatn where shown and/or+drywall(BC). -j, 11"1 1 con y designer. 3.2z Impact bdtlgkg lateral bracing ,+ f1 1 l+ SEQ.: K 1 5 8 9 6 7 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonLarroske environment, TRANS I D: LINK design loads be apexed to any component. 8. and��.a.thea full use.supports shown.Shim orwedge If 12/31/2015 r� J ((�� 5.CompuTrus has no control over and assumes no responsibility for thenecessary. u EXPIRES: 1 2/31/201 5 fabrication,handling,shipment and installation of components. 7.Designassumes adequate drainage ie prodded. December 10,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIM?CA In SCSI.copies of which will be furnished upon request. lines coincide with joint center tins. 9.Diggs Indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.7(10-E 10.For bask connector plate design values see ESR-1311,ESR-1895(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 I-2-(-29) 19 1-3-(0) 0 BC: 2x9 KDDF lit&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 1= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD= 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner= 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. {COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL - -0.003" @ 0'- 0.0" Allowed- 0.133" MAX TC PANEL LL DEFL - 0.008" @ 2'- 5.6" Allowed - 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed- 0.274" 12 MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" 4.00 MAX HORIZ. TL DEFL - 0.003" @ 3'- 11.2" 2 -I Design conforms to main windforce-resisting system and components and cladding criteria. lf 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-1.6, N End vertically) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. b- o I n F I / o 0 9��` 3>C M-3x8 J, y 3-00 4-00 (��.Co 1`�G`I N I-E' /4 {PROVIDE FULL BEARING;Jts:4,3,2 I `;v 17 („�[n��w''yy(�(�[� 8✓200I-E v- JOB NAME : POLYGON NW PLAN 7-B NH - D2 :. /u Scale: 0.8962 + 4 WARNINGS: GENERAL NOTES, unless otherwise noted: °? OREGON A 1. b., 1.0 A. 4, Builder end erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual dual (✓ l, Truss: D2 and Waning:before construction commences. building component.Appllrabl)ty or design parameters and proper �{. . 1 2.2a4 compression web bearing must be installed where shown+. Incorporation of component Is the responsibility or the building designer. �'t 3.Additional temporary bracing to Insure stability during construction Z.Desitin assumes the tap and bottom chords to be laterally braced at (:s,- �� 044Is the responsibility of the erector.Additional permanent boon'9 of 2'o.c.and al 10'a.c.respectively unities braced throughout their length by ((,44.}•'J DATE: 12/10/2015 the overall structure Is the responsibility or the building designee continuous sheathinginr such as plywoodcaired sheathing(TC)armor erywanlec). J.In tmpaobodgingorthterelprackpregfthewhpe shown+. SEQ. KI589677 4.Noload should m tete applied any component until after all bracing rand 4.Design ion of assumes rla tes responsibilitytbeorthereapedosl contractor. rr}} qjf'� •� featenere areds complete and at no time should any loads greeter than 5.Deelgn or"dryiontotrusses are b be used In a noncorrosive enNremment EXPIRES: GI3{12D i TRANS I D: LINK design loads be applied to any component. and an for"dry eorwmon•or use. 8.CampuTrus hes no sorted over end assumes no responsibility for the 6nDe sign assumes NII bearing stall all supports shown.Shim or wedge 0 fabrication,handling,shipment and inetatlation of components. 7ry December 10;2015 B Passumes eadequate drainagefcis truss,d. and This design Is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so Meir center TPIIWTCA in SCSI,copies of which will be furnished upon request lines colndde with Joint center lines. uTrus Software 7.6.7 1 L)-E 9.Diggs indicate size of plate in inches. MiTek USA,Inc./Com P ( 10.For basic connector plate design values see ESR-1311,ESR-1g88(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, 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 POE load duration factor-1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall.UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 I " 3 -/ i 0 m 2 to ell I IN 4 M-3x4 • 1 b y 1-00 8-02 ��?gip PRO 0.0 �\co NAG I N E- • ,fes 2 cw 17 89200PE r JOB NAME : POLYGON NW PLAN 7—B NH — El Scale: 0.6366 ..r`� .-- WARNINGS: GENERAL NOTES, unlessothaeMse noted: '' OREGON 1:t. 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is or en Individual 44, Truss: El and wemings before construction commences building component Applicability of design parameters and proper = ' \ A. �Z compression ng must be Installed where shown.. Inrorporetlon of component Is the responsibility of the building designer. 0 0 t' � �S_ 2.254 con ion web bredf^. /" �4 i'"' 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom unlesschobe t.0 be throughoutaterally braced at V t Is the responsibility of the erector.Additional permanent bracing of 2 o.c.end al 10 o c.respectively braced their length by continuous sheathing such as plywood ng(TC)endr«drywall(BC) � f"�R y�\ DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown+• j"'')� V SEQ.: El5 8 9 6 7 8 4.No toed 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 noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and arer«•ary gnmaon Drees. 5.CompuTrus hes no control over and assumes no responsibility or the 6.Design assumes full bearing at all supports shown.Shin or wedge If /abacation,handy necessary. EXPIRES; 12/31/2015 mg,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. December 10,2015 S.This design is furnished subject to the Amilations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPNNICA In BCSI,copies of whirls will be furnished upon request. linea coincide with joint center lines. uTrus Software 7.6.7 1 L-E g.Digits indicate size of plate In inches. MiTek USA,Inc./Com P ( ) 10.For basic connector plate design values sea EB11-1311,ESR-1O88(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 61&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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -68/ 479V -33/ 97H 5.50" 0.77 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.294" @ 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 1' 1' i MAX HORIZ. LL DEFL - 0.001" @ 7'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 12 4.00 M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 -/ Wind: 140 mph, h-15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, LE (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 0 rh 1 Ao • ul 11ggllIII Al IIIIIIIIIIIIMAI rm I 2 5 0 M-3x4 M-1.5x3 ), b y 7-10-04 0-03-12 J. ,1 > 1-00 8-02 2 „Et, •9200P yS' .� JOB NAME : POLYGON NW PLAN 7-B NH - E2 � Scale: 0.5366 ..air to WARNINGS: GENERAL NOTES, unless otherwise theparnoted: �. OREGONb,, A.Truss: E 2 1.Builder and erection centredor should be advised of all General Notes This design is based only upon the parameters shown end Is for an IndMduei end Warnings before cansWctlen commences building component.Applicability of design parameters and proper si '.7" \O[. A. 2.2x4 compression web bracing must be installed where shown Incoryorelbn or component b the responsibility of the building dealgner. �/ i' 3.Additional temporary2 Design assumes the top and bottom chorda to be laterally bracetl at O / 7(,. bradng to Insure stability during construction T se.and at 10'0.c.respectively unless braced throughout their length by J��w,. c Is the reaponalbillly of the erector.Additional b pennamnt booing of 2*cootinuoua sheathing such as plywood q rah(TC)end/or drywall(BC). xYf/.. 4` t DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required Where clown** w•Fi' 1 R+•Y SEQ. : El 5 8 9 6 7 9 4.No load should be applied to any component uMg after all bracing and 4.Installation of truss Is the responsibility of me respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design had be applied to any component. and are for'dry condition"of use. 5.CompuTms has no centred over and assumes no responaibhity for the 0.Design assumes NV bearing al ell supports Mown.Shim or wedge 6 EXPI I 12/31/2015 fabrication,handling,shipment and installation of components. ary. h r RES: LU 6.This desgn is furnished subject to the limitations set ford by 7.platesDesigassumes beel loadcated on drainage Is provided. December 1 0,2015 8.lines c incil beaten e terl faces of buss,and placed w their center TPIM'TCA m BC$1,copies of which will be fumiehed upon request. Ibex coincide with)dint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1888(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=1-161) 127 BC: 2x4 KDDF #165TR SPACED 24.0" O.C. 2-3=(-69) 49 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. 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" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ 0H 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 = 0.419" MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL - 0.000" @ 4'- 11.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 190 mph, h-15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 431! -/ load duration factor-1.6, End verticals) are exposed to wind, 111 Truss designed for wind loads A in the plane of the truss only. N 0 0 I N S11111111 I. IIIII 2 S i 0III M-3x4 M-1.5x3 / b b 4-11-04 0-03-12 l / / 1-00 5-03 ��9%t,0 PRtipfi * C7.� ENG I N E-R fQ 2 - 89200PE �<" JOB NAME : POLYGON NW PLAN 7-B NH - E3 Sale: 0.5895 -0l' _ WARNINGS: GENERAL NOTES, unless olheepeenoted, Il. OREGONA.C` Truss: E 3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters ers shown and is for an IndNldual �I and Warnings before construction commences. building component.Applicability of design parameters and proper �,; % N 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during conalruGlon 2.Design assumes the lop and bottom ace hit b be laterally braced at • ''(�,! /�°�ly is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'me.respectively unless braced throughout their length by `_ DATE: 12/10/2015 the overall structure is Me responsibility of the building tlwlgnec continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). ,['� p 3.2x Impact bridging or labral bracing required where shown++ I��" y„� SEQ.: K 1 5 8 9 6 8 0 4.No toed should be applied to any component until after all bracing and 4.installation of trues Is the responsibility of the respective contractor. fasteners are complete and et no rime should any loads greater man 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition.of use. 5.Compurrus has no control over and assumes no responsibility for the fi.Design assumes full bearing al all supports shown.Shim or wedge k EX P I RES. 12/31/2015 fabrication,handling,shipment and installation of components, 7necessary. 5.Designtessahell ebooedon drainage is truss, December 10,2015 6.This designion,is fumiansa shipment to in limitations set roan components. S. be located at born faces of trues,and placed se their center TPIMTCA in BCSI,copies at which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 7 L E 4.Digits Indicate she of plate in inches. P ( (. 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5.- 3.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 41513TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 416BTR 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 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on ontinuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 -,, 12 4.00 0 0 Millidill N 2 rn o 4 M-3x4 b b I 1-00 5-03 p "t" . .Aolf :.,89200PE v JOB NAME : POLYGON NW PLAN 7—B NH — E4 ,„„0011r:, • Scale: 0.7524 �� ` WARNINGS: GENERAL NOTES, unless omervdsenoted: /e.. OREGON ,\ot L 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for en Individual Y 14 �yVy ���\ Truss: E4 and Warnings before constitution commences. building component.Applkabiny of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporetlon of component ie the responsibility of the balding designer. A 3.Additional temporary bracing to Insure stability during conebuction 2.Design assumes me lop and bottom chords to be laterally braced el �1 y.?RIO- 2. I�` V Is the responsibility of the erector.Additional pennenent bracing of con c.and at 1P o.c.respectively as vey unless braced throughout mak ail)B by j"'E l+ DATE: 12/10/2015 One overall structure is the res Impact sheathingdginor latebining required euirewhere s)hownnd/or drywall(BC1. responsibility of the building designer. 3.2x Impact britlginp lateral bracing required wham shown++ SEQ.: K15 8 9 6 81 4.No bad should be applied to any component until altar all bracing and 4.Installation of trues is the responsibility of the respective contactor. fasteners are complete end at no time should any loads greater then 5.Design assumes tresses are to be used in a non-corrosive environment EXPIRES: 12/31/2015 TRANS I D: LINK design loads be applied to any component. and are for dry condition'or use. 5.CompuTrus hes no control over end assumes no responslbRy formDecember 10,2015 e 5 Detairy. nee ssumes full bearing al all supports shown.Shim or wedge if a fabrication,handling,shipment and Inatallatfon of components. 7.Design assumes adequate drainage is provided. 5.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of buss,and placed so their center TPIIWfCA M BCSI,copies of which will ba furnished upon realest lines coincide with joint center lines. Mffek USA,Inc./Compel-rue uTrue Software 7.6.7 1 L E g.Digiti indicate Aveof plate m ign a l P ( 1.For bash connector Aver plate design values sea ESR-1311,ESTO1 968(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4" offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MEEDimensions are in ft-in-sixteenths. 114046.. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16 1141Prillik wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I S ilL11 pbracing should be considered. I_� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. C7-8 C6-7 C5-6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 "ii' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that P Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I� 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. M= reaction section indicates jointEIMINIALI 17.Install and load vertically where bearings occur. unless indicated otherwise. Min size shown is for crushing only. 0 18.Use of green or treated lumber may pose unacceptable r`� 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 DSB-89: Design Standard for Bracin is not sufficient. gComponentSafety miTeke DesignQuality BCSI: Building Information, 20. manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 assumesCriteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013