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Plans (58) ,t/t s 1� GYM ®® `:fes'`?" //^ ® � SISI MTV° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-265_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: R45125315 thru R45125324 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. NGINE 9 sz 89782PE r 74/OREGON �.• Q, 9,9 v'4RY r PAUL Vki 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. A Job Truss Truss Type Oty Ply POLYGON R45125315 PL15-285_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:32 2015 Page 1 ID:OFkz9p3tCrPAGZnVberKOtyJvgB-SgKRVHzjyCjvWU vNlwXpzzUcgKga2?hcKgRZfygsCv 1 1-0-0 1 p-5-61 1 1-2-0 I i b Scale=1:25.0 1.5x3 II 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 II 1.5x3 11 1.5x3 11 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Ill /Ili . eili " I IE ' VA 7 A 11 ri I 1 all re 0\_.- ‘3.1I 40, 1\ / N 4•000, 111%1114444,. pr r O 2 4. 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= 1 7-0-14 17-7-1418-2-141 14-4-4 1 7-614 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)- [8:0-1-8 Fdael.[19:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell 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 Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard "\C(Q` •EO PROF. 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 1Ca . �tke.)rN F6� Vo Un-dorm Loads(plf) ,C? . 2"9 Vert:16-24=-8,1-15=-80 Concentrated Loads(Ib) Q' 89782PE r" Vert:2=-674(F) ' —r' / 9 OREGON * ' ?k—Ry -% JFQT PAUL RA EXPIRES: 12/31/2016 August 7,2015 a I ®WARNING-Verify design paramefers 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. �- ApplicabiSty 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 Airek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Far general guidance regarding fabrication,quality control storage.delivery.erection and bracing.consult ANSI/TPII Quality Criteria,058.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Sheet.Suite 312.Alexandria.VA 22314. Suite 109 Cilms Ileghts,CA again 'Job Truss Truss Type Qty Ply POLYGON PLf 5-265_UPPER F02 (Floor I73 I 1 (job Refer R45125316 Pacific Lumber&Truss Co., Beaverton,Oregon ence(optional) ID:DFkz9p3tCrPAGZn T.530 s VberKOtyJvg206-v 0uq dkLj rm7eZ6wTRmInc.Fd MBVbaEe9JTS 07 1427:33 2015 Page 1 0-10-12 11 1-2-0 11 0-10-8 11 2-0.0 I Scale:12"=1' 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 4 3x4= 1.5x3 II 3x4= 1.5x3 II 5 6 7 g 0 • • _ _ e N — 0 N e y- e' 1? 12 1 11 e 354= 1.5x3 II 10 9 1.5x3 II 4x6= 3x6= 354= 1 1-1-12 1 1 1-8-12 2-3-12 1 1-1-12 0-7-0 0-7-0 13-8-4 Plate Offsets(X Y)_12:0-1-8 Edge].[3:0-1-8 Edge] 11-4-8 LOADING(psi) SPACING- 1-7-3 CSI. TCLL 40.0 Plates Increase 1.00DEFL. in 1-12 >999fl 480Ud PLATES GRIP TCDL 10.0 TC 0.55 Vert(LL) -0.1910-12 MT20 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 220/195 BCLL 0.0 Rep Stress lncr YES WB 0.50 BCDL 5.0 Horz(TL) 0.03 9 n/a n/a Code IBC2012/rP12007 (Matrix) LUMBER- Weight:62 lb FT=0%F,0%E TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. 'vc��D PROFF �, �NGIN;cF� `Sj0,,9 89782PE <" i %' MIN 7 OREGOr'10e 9/r 11?Y R� �� EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 fee.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 bulling component. Applicability of design parameters and proper incorporation of component Is responsibTty of budding designer-not truss designer.Bracing shown �, 's for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mil erector.Additional permanent bracing of the overall structure b the responsibility of the building designer.For general guidance regard fabrication,quality control storage.delivery.erection and bracing,consult ANSI/TPI1 Qualty Cdterta,DSB-89 and BCS(LIuIding Component MiTek• Safely Information available from Truss Plate Institute.78t N.Lee Street,Suite 312.Alexandria,VA 22314. 7777 Greenback Lane Sutie 109 nitn,s Heights,CA 9513111 TN56 Type Qty Ply POLYGON R45125317 rTNss IFbor 2 1 obLI S265_UPPER IF03 Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 Pacific lumberaTruss Co., Beaverton,Oregon ID:DFI¢9p3lCrPAG2nVberKOtyJvgB-OCSCwzzUgzdlnBlUAy?u02rpd4w2yP-3e9YdYygBCt I 2-6-0 1 5-1011 7-2-0 11 0.8-14 1 Scale=1:22.8 1.5x3 11 354= 1.5x3 II 354= 1.5x3 II 1.5x3 II 3x4= 5 3x4= 6 7 8 1 2 3 4 e a e _ e l e •o o\— _ N O e `o- I e a 0 14 13 12 11 10 _ 3x6=1.5x3 II 1.5x3 II 355-= 3x4 354= 6-5-2 7-0-2 13-1-8 I 1 5-10-2 1 0-7-0 10.7-0 I 6.1-6 5-10-2 Plate Offsets/X Yl— 14:0-1-8.Edael.(5:0-1-8.Edael 40.0 Plates Increase 1.00 TC 0.20 Vert(LL)CSI. DEFL. in (lac) I/dell Ud PLATES GRIP TCLL 40.0 LOADING SPACING- 1-7-3 -0.08 11 >999 480 MT20 220/195 3 9 TCDL 10.0 Lumber Increase 1.00 BC 0.31 0 33 ert(TL) 013 9 10 >99 n a BCLL 0 .0 Rep Stress Incr YES WB Matrix Weight:60 lb FT=0%F.0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) BRACING- TTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOOMBER-P CHORD 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1740/0,3-4=1740/0,4-5=-176110,5-6=-1739/0,6.7=-1739/0 1 WOEBSHORD 2344=02/15166/03,21-2-31=3=06/2127.641-,1131=-1226=80/1/18706,7-90 -1256/077 109=-0106=20/1163 =0621163 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. ,SEP„ PROff6 •. N1,INEFR 1029 89782PE r” y OREGON off,Q' 9 Jki EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411.7473 rev.02/16/2015 BEFORE USE. mnmet Design valid for use only with MiTek connectors.7his 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 MiTek' is for lateral support of Individual web members only.Additional temporary bracing to insure nobility during construction is the responsibility of the erector.Additional permanent bracing of the overallstructure is the responsibility of the building designer.For general guidance regarding n77 Greenback Lane fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/1161 Quality°Bede,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute.781 N.lee Street.Suite 31Suite 109 2,Alexandria.VA 22314. Suit,"H Jghnq r gses n i. Job Truss Truss Type —Qty Ply POLYGON PL15-285 UPPER F04 Floor 2 1 845125318 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 1427:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-0CSCwz_zUgzdin8l UAy?u02red2b2xS_3e9YdYygBCt 2-6-0 6 0 I I 1-8-6 I I 1-2-0 I 10.&14 I Scale=1:25.0 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 g 4 53x4= 6 e • 7 8 a• —c — a N 4. 1..-1 v e 1 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= I 7-0-14 7 7 14 8-2-14 14-4-4 1 7-0-14 10-7-0 10-7-0 I 6-1.6 Plate Offsets(X.Y)— 14:0-1-8.Edgej.(5:0.1-8.Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/deft Lid 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 Incl YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,3-4=-2010/0,4-5=-2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Cos. FF v-. N - /0 4 /.89782PE r 9,�OREGON ��r" 9�k pAUL A;\ EXPIRES: EXPIRES: 12/31/2016 August 7,2015 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII.7473 rev.02/162015 BEFORE USE. Design valid for use only with Welt 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 l- is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITe'k• fabrication,quality control storage,delivery,erection and bracing,consult ANSI/7P11 Qua18y Criteria,00B-89 and BCSI Building Component Solely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. 7777 Greenback Lane Suite 109 cilmc Fletghlc CA aceta 4 Job Truss Truss TypeQty Ply POLYGON R45125319 PL15-265_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Aug 07 14:27:35 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJv9B-sP0a7J?bF75UNxiU2uTERcbOn1 PJnRM711u59ygBCs I 2-0.10 I I 1-20 1 1 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.553 II 3x4= 1.553 II 1 2 3 354= 4 5 6 e s \ o N � v B Y 1'�/ 1D 9 '43<i Q 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4= I 2-3-10 I 2-10-10 13-5-10 I 9-6-1-6 7-0 1 7--10 0-7-0 0-7-0 Plate Offsets(X.YI— 12:0-1-8.Edael.13:0-1-8.Edael LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress'nor YES WB 0.22 Horz(fL) 0.01 7 n/a n/a Weight:441 b FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. QED PROFES ��5'�. 4 GIN R sy217...., �' 89782PE r III y •RECON o' • 99II 74° k PY'1 �;JF,Q AUL EXPIRES:12/31/2016 August 7,2015 I r ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MO-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1111 is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of theMiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance rregardi7777 Greenback Lane suite 77 Greenback fabrication,quality control.storage.delivery.erection and bracing.consult ANSI/T911 Quolfty Criteria.D5B-89 and BCSI BuildingComponent Solely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. suite r0r.:3hsc,1`n osem • Job Truss Truss Type Qty Ply POLYGON PL15-265_UPPER FOG Floor 71 1 R45125320 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DF129p3tCrPAGZnVberKOtyJvgB-KbZyLe0DOREL 5Hgrb?Tzp750Re4WpBHXyefiQyg0Cr 1 2-6-0 1 7-1-12 I1 1-2-0 11 0-948 1 2-3-0 i 1 1-2-0 I1 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 �a � - , � . = jam : O i:t e e O 9 9 e = e 1 16 15 14 13 12 11 354= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4= i 4-10-12 0.12 12-10-12 4-10-12 IS0-7-0S72 10-7.0 I 118 12 �z-3- 1 I 1s--10 Plate Offsets(X.Y)— S&0 a7-0 o-7° +-° 1 p•0-1-8 Edae],f12:0-1-S.Edae].[15:0.1-8 Edge].[16:0-1-6 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=2679/0,6-7=-2679/0,7-8=1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=304/0,4-15=0/264,8-12=448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��ED PROrk- �t,IG W GE - /0 2 89782PE /- 9 •REGON 9k pA ut_ R`J EXPIRES: 12/31/2016 August 7,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MH-7473 rev.02/1612015 BEFORE USE Design valid for use only with Mlfek 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 11 It� -- 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 regardingMiTek fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 Qua1By Criteria,DSB-89 and SCSI Building Comonent Safety Informalon available from Truss Plate Institute.781 N.Lee Street.Suite 312 Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Cams Heirhrs_r5 4567n Qty Ply POLYGON • en (Truss TypeR45125321 1JpoLb15_265...uppER IF07russ Floor 11 1 Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 Pacific Lumber&Truss Co., Beaverton.Oregon ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLeODOREL 5Hgrb7Tzp7BaRIZW4HXyefrQygBCr 1-9-14 I I 1-2-0 I I 0-8-14 I 2-6-0 I Scale=1:17.6 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 8 a w o \ N e o- • 11 10 9 8 1.5x3 II 1.5x3 II 3x6= 3x4— 3x4= 2.0-142-7-14 3-2-14 9-44 2-0.14 I 0-7-0 0-7-o 6.1-6 Plate Offsets(X Y)— 12:0-1-8.Fdae).13:0-1-8.Edae) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -00.008 7-8 >9991 7 n/a n a BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) BCDL 5.0 Code IBC2012/TPI2007 (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 end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) g0T CHORD Rigid ceilingdirectly applied or 10.0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) 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. �,R,Ep PROFt GINE / 89782PE 9r' AIM OREGON �'� , 4,4/ (15) J�Q k PAUL 0 EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE((REFERANCE PAGE MI57473 rev.02/16/2015 BEFORE USE " Design valid foruse any h MTek and propors.This er incorporation at componen b based only nt is rn esponsibd'H of building designer noameters shown.and Is for an t truss designual er&aci component.shown Appllcabaifyu design individual parameters web members bracing to insure stability during construction is the responsibility of the MiTe.- e erector.for torAdditional permanentpmembers overalloely.Additionaltrcetemporary 9of fabrication. controlfge.de ethe nstnxture is the, responsibility A SI the building Criteria, 5$-89 guidanceig Compo 7777 Greenback Lane fab(catlon,quality storage.delivery.erection and bracing.consult ANSI/iPll Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Inlosma0on available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. rams Habhtc'A vsslm " 'Job I 1 Truss Truss Type Qty Ply POLYGON PL12 15-265_UPPER IFOB Floor R45125322 Pacific Lumber&Truss Co., Beaverton,Oregon IJob Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Fd Aug 07 14:27:37 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgBon7KY 1mIMCcFst9JWVV1gL6r90FOJQIcNCEsyg8Cq I 2-5-0 1 3x4= I 2 1.5x3 II Scale=1:8.7 1111111 II 0 N i II MR II IRA FAS 4pg 3 1.5x3 II 3x4= I 2-8-0 2-8.0 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) 0.00 4 *". 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.l&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-8-0 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) 4=112/0-4-4,3=112/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 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. , ,i1,tio PROFFs 01eiNEF, s/ate 8.782PE r Y42/OREGON o> 99k PAvL 0vAlliY Qe EXPIRES: 12/31/2016 4 August 7,2015 s ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8-7473 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 balding component. Applicability of design parameters and proper incorporation of component B responsibility of building designer-not truss designer.Bracing shown t, is for lateral support of individual web members only.Additional temporary bracing fo insure stabifity during construction is the responsibility of the p i erector.Additional permanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding IY1iTek• fabrication.quality control storage,delivery,erection and bracing,consult ANSI/fP11 Quality Criteria,D511-89 and BCSI Building Component Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Haightc CA 95u111 Truss (Truss Type (Ory Ply (POLYGON IllR45125323 ljPoLb15-265_UPPER F09 Floor 4 1 Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 14:27:38 2015 Page 1 PacficLumber&TmssCo., Beavedon,Oregon ID:DFI¢9p3tCrPAG7nVberKOtyJvg6-H hjmK1TY2U3EPR3101x3EDPHFKUYZ G7ImJyg8Cp 1 2-6-0 i 24-17 11 1-2-0 11 0-9-8 I 2-3-0 11 2-3-0 11 1-2-0 I P-6-17i Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10e / � e � e N e 1.4 16 15 14 13 12 3x4= 3x4= 3x4= _.... 3x6= 1.5x3 II 4x4= 354 = 12-10-12 2 114-12 12.3-121 I 16-2-8 1 4-10-12I 5-5-12 4-10-12 10-7-0 0-7-01 5-8-0 0-7-0 0-7-0 3-3-17 Plate Offsets(X Y1— (7:0-1-8 Fdge] [12:0-1-8.Edge].(15-0-1-8 Edoe] (16.0-1-8 Fdae] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(rL) 0.04 11 n/a n/a Matrix Weight:73 lb FT=0%F.0%E BCD, 5.0 Code IBC2012/rP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2402/0,3-4=2402/0,4-5=-2402/0,5-6=2764/0,6-7=2764/0,7-8=-1993/0,8-9=1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=314/0,4-15=0/278,8-12=-636/0,2-17=1612/0,2-16=0/1011,7-14=0/903,6.14=-276/0,5-15=-512/0, 9-11=1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. V PROFe �NG]N Rs1o2• 9 89782PE <- AO 0/ MIN - OREGON N. Q" EXPIRES: 12/31/2016 August 7,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11.7473 rev.02/16/201S BEFORE USE el' 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 MiTek a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additionalpermanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding Lane rm fabrication,quality control storage.delivery.erection and bracing,consult ANSI/OPl1 QuaMy Cd7777 Greenback tede,DSB-89 and ICS!Building Component 7777 Safety Inioatlon available from Truss Plate Institute,781 N.Lee Street. Suite 109 Suite 312.Alexandria,VA 22314. Clinic singm.,cA Vain e 1Job Truss Type Qty POLYGON PL15-265 UPPER [Truss !Truss IFloor 7 1 R45125324 Parc Lumber&Truss Co., Beaverton,Oregon iPly IJob Reference(optional) I ID:DFkz9p3tCrPAGZnVberKptyjvgt32014 MiTek-H_hjmK11TY2U3EPR3j01z3EDInc.Fri Aug 71XVFVF gWZ5PageG71lmJygBCp 1 3x4 =0-6-4 O Fid 2I 1 2-4-12 3x6= 3 1.5x3 II Scale=1:8.7 L 0 N _._\ K a h 1.5x3 II 6 5.111'. 4 3x6= 3x4= I 0-7-12 ¢ 3-5-00-7-12 0.18 2-7-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) U9fl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 5 >999 488 0 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 4-5 >999 360 MT20 220/195 BCLL 0.0 Rep Stress Incl NO WB 0.07 Horz(fL) -0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 OF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=414/0-5-8,4=56/Mechanical Max Uplift4=-27(LC 3) Max Grav5=414(LC 1),4=98(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-264/0 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. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)180 lb down at 0-0-12 on top chord. The design/selection of such connection devices)isf the responsibilityof others. 6)In the LOAD CASES)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-6=-8,1-3=80 Concentrated Loads(Ib) R Vert:1=-180(F) �� NGINi~F� �- 2 89782PE f , . /74' . 7+OREGON ooh 9R� 'AUL R�� EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MI67473 rev.02/16/2015 BEFORE USE Design valid for use only with Mitek connectors.This design is based only Applicability of design parameters and upon parameters shown,and is ot individual buildingdesigner.component.B N� is for lateral supportpropermionly.Additional of component is cngmblsu of tabubdtyg designer not truss istheresponsibility Bracing shown of irWividuol web members only. temporary bracing to insure stability during construction the respomibilrity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingi�niTek' fabrication.quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Qua01y Criteria,DSB-89 and SCSI Building Comonent Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. 7777 Greenback Lane Suite 109 Mime Haighlc('A Win • Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION1Failure to Follow Could Cause Property 3/4 Centerplate onjoint unless x, 6-4-8 dimensions shown int ft-in-sixteenths v I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. r�� Dimensions are in ft-in-sixteenths. 111410‘,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS cy2 C24 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves Q 1/16 4 may require bracing,or alternative Tor I p .. bracing should be considered. o Ollr411O 3. Never exceed the design loading shown and never rip 5 stack materials on Inadequately braced trusses. O p 4. Provide copies of this truss design to the building 1.- r designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-rfrom outside 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 AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. required direction of slots in 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 MlTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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-1 352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and In all respects,equal to or better than that specified. , Indicated by symbol shown and/or m 13.Top chordsust be sheathed or purlins provided at output. Use T or I bracing by text in the bracing section of the Topciho mtindicated eatign. 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. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 Milek®All Rights Reserved approval of an engineer. *MMO reaction section indicates joint 17.Install and load vertically unless Indicated otherwise. numwhere boccur. mill Min sizeber Shown iS for CfUShingearings Only. 40 18.Use of green or treated lumber may pose unacceptable ►� environmental,health or performance risks.Consult with _. project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPII: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. ANSI/TPI 1 Quality Criteria.20.Design assumes manufacture In accordance with BCSI: Building Component Safety Information, Guide to Good Practice for Handling, M 111"re k Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 a 4. — - ® CONFORMS TO DESIGN CONCEPT WO 0 CONFORMS TO DESIGN CONCEPT WITH 4'43 " 22'-0' REVISIONS AS SHOWN I 0 NON-CONFORMING-REVISE AND RESUBMIT _ _.... . -. -... THIS SHOP DP.AWING HAS BM REVTEROO FOR G31ERaL CONFORHY// WITH THE DESIGN CONCEPT ONLY AL:DOES IFOT RELIEEEVE THE FABRICATOR/VENDOR OF EESPOJS1BILITY FOR CONFCIIL°J/CE WITH TIE Z OESI05 ORAASAVE PRIORITY OVER THIS SHOP ERASING s' s y. Arnold R.Sol000n Oats:January 26.DOta S T ENGINEERING INC :1 le- Zi� iJ IL 2 3! W Y-i-y . S I I I ox N to _ o . SN � � $ 4 �; q � S11 2 8Tw.- x co ', U O ‘—, aia �p„rr� 0a1L '2:1 ANn *o^' ' z a EL: w :: _ SJ3 All SJ3 H F om ONO. O S . asowciv V Wc, Z 2 vi 0 L3 CG m I 9:1 H u u w L., a 10 C2 0 1 -J`-'•z t— H va z x c O C w z uo�oa j 0 N. 1- 2 o uvip LL 0 00 cc yicd m Z VI N Z 0 �Jp=s X Q RI ' i'2 Z iUOLLyQ ce laK z Z 0 + 9:6F_ eo al W 12.12 O OO v ap 522 inU �J V W < < q (5) ooWoow. o If -t2_-. � T _� o El El -,,,,,<_ 4.J1 j1101~ •; J2 , 12:12 J3 J4 :12 J7 (5 J5 k•le W. kJ6 (2) P _ 12: 1 J5 J10 %// f12: 2 J3 ,� I !!// J2 JB I/rA�V ` „ N J1 • SJ1 Pr 1"12 ' H N b �� I i . j 4:1? A r1424�� 4' a 2 2 f< 52g . ENTRY RIGHT CANTr 12.61 11%6 UT • 2.61 9'-51/2' 2B' 18'-61/2" I • ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 01/26/15 TRUSSLSAANOTO PROJECT TITLEENGINEERED STRUCTURAL l0 REVISION-I: DRAWINGS FOR ALL FURTHER <' 7-D NH KD Z-PORCH INFORMATION.BUILDING DRAWN BY: REVISION-2: TOTRUSSCONNIECfIONON-TRUSS NS.BUIBUILDINGNG RD ra OF RECO ,, AmiL ma 141 niber PLAN: RESPONSIBLE FOR ALL 7 / CHECKED BY: DESIGNERIENGINEER OF RECORD TO REVIEW AND APP ROVE OF ALL pp c COMPANY. DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION, i7f q 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 28'4' ® CONFORMS TO DESIGN CONCEPT L 22'47 I 4'-0' I ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP SOlOING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 00TH THE DESIGN CONCEPT ONLY ANO DOES NOT RELIEVE THE IL FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE PITH THE OS iGH OR4N'INGS INS SPECIFICATIONS ALL OF RNOCN HAVE PRIORITY OV R THIS SHOP DRAWING. -t Q E ii.. By Arnold N.Solomon Date:January 26,2015 :15 .- CT ENGINEERING INC CS lim. itp 4. t L'W=W y N-Q W - 1 Al s'1 a u.:... u. '--.U .-a Va r H 2Zx54 n F— .\ U■ 3p . d•-•.1,1 •. I— cc = t- tLLW r, P O 0UV U 280,r0,,,Z o O O w 3 .t, . 4 CC 0 0 1 S �oi 12.12 ill'''. , i annO ^> p?W AR F— LOWZ WpaEsY c , O OO gm �ya�LL Z Z O U0 -9 .a m 22zZt LL LL,r1 Z Z— Z-— I i 12 Y Oo� Z � El El DI Fk-Foa S A J1 12:15 I al1Pr J2 r JS dill J4 N J5 __, 4 14) k 14 0 N J5 ,_11- J4_-__.- , 4 , , 12:12 4 J10 AAr � /�r 0 it _ J e z_4.6,4/l%�f, ,/, tztif 1, Ir41131111E 211.I 111 li, 1 � g �+ �-- �.sirr �r.8 j - �1r-8err' z4rCANTS' r Jr 18'-6,12' • ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 01/26/15 TRUUSSSCAL NTULAno SAANER TD° '" ENGINEERED STRUCTURAL PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER ' umb ' 7-D NH KD Z-PORCH DESNG IGNER/EN(INFORMATION.NEEROFLL BUILD(RECORD - RESPONSIBLE FOR ANON TRUSS Pam" r. PLAN: DRAWN BY: REVISION-2 TO TRUSS CONNECTIONS.BUILDING - - ` DESIGNER/ENGINEER OF RECORD TO 7 / CHECKED BY: REVIEW AND APPROVE OF ALL T.. tom PA NY DESIGNS PRIOR TO CONSTRUCTION. &.. ■ .` U.S .,�j' DELIVERY LOCATION: SCALE REVISION-3: 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design,values see ESR-1311,ESR-1988(MiTek). 1).„101/A0 .1) 1° tSs $ LI::, (411,111 , 1 lk air ‘ ort, 14 , e. 2a s2. y YAG, �' O IG/111s CT, 6130 J., IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24-08-08 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2- 8=(•730) 1837 3- 8=( -170) 250 2x6 KDDF #16BTR T2 2- 3.1-2843) 871 8- 9=(-858) 2138 8- 4=( -65) 768 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-2678) 900 9.10=(•642) 1513 8- 5=1 -474) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-1856) 693 5- 9=( -657) 465 2x4 ODE STUD A TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 0'- 0.0' TO 8'• 0.0' V 5- 6=(-1911) 736 9- 6=( -161) 1156 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 24'- 8.5' V 6- 7=( -126) 150 6.10=(•2571) 1014 TC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 24'• 8.5' V 10- 7=( -394) 273 BC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'• 0.0' -647/ 2486V -175/ 306H 5.50' 3.98 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'• 8,5' -984/ 2651V 0/ OH 5.50' 4.24 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0' 0.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacino.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.059' @ 13'- 3.8' Allowed = 1.190' MAX TL CREEP DEFL = -0.118' @ 13'- 3.8' Allowed = 1.586' `• For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.023' @ 24'• 5.0' 7-11-11 16-08-13 MAX HORIZ, TL DEFL = 0.035' @ 24'- 5.0' T ' 1' NOTE: Design assumes moisture content does 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 not to exceed 19% at time of manufacture. T f 597.30# T T ' Design conforms to main windforce-resisting 12 M-4x6 system and components and cladding criteria. 12.00 7 =M-6x6 =M-6x6 M-3x6 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �G load duration factor=l.6, pAyelavAi\k'ain I Truss designed for wind loads in the plane of the truss only. M-1.5x3 1 .1- o 0 co c) o int 1 IIS 2 0 M-3x6 M-3x8 0.25°9 M-4x610.. M-7x8(6) y y ) y 7-07-08 8-05-10 8-07-06 J, J, ). 1-00 24-08-08 <W p PROP JOB NAME: 7-D POLYGON 7-D NH - Al Scale: 0.2399 �� G(N� s%tel_ WARNINGS: GENERAL NOTES,unless otherwise noted: � 1 r5/ -�7 kJ 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and is for an Individual C. •92 O*P E f Truss: Al and Warnings before construction commences. building component Applicability of design parameters and proper // 2.2x4 compression web bradng must be installed where shown+, Incorporation of component Is the responsiMGty of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' MJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fisver, . Po ty continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). I 2. DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ 1 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. "� OREGON' p, t A. S EQ. : 6060779 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ins non-corrosive environment, / �4 k 0\ design loads be applied to any component. and are for'dry condition-of use. Q 1 4 2 ty'�- TRAN S I D: 408182 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If f- fabdcotlon,handling, necessary. shipment and Installation of components. 7.Design assumes adequate drainage Is provided. `SR RIO- 6.This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III I III I I I I IIIII II I III II I IIIITPINViCA in eCSI,copies of which will be furnished upon request. linescoincide with joint centerInes. Digits in 9. size of plate inches.Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1888(MITek) EXPIRES:12/31/2015 IIII Hill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF M16BTR; LOAD DURATION INCREASE = 1.15 1- 2=(•1218) 370 1- 8=(-565) 881 2- 8=( -205) 200 2x6 KDDF k188TR 72 SPACED 24.0' O.C. 2- 3= -105) BC: 2x6 KDDF #10111 ( 1086) 404 8- 9=(•423) 891 8. 3=( 453 3. 4=( 0) 0 9.10=(-300) 639 8- 5=( -289) 90 WEBS: 2x4 KDDF STAND; LOADING 2x4 KDDF STUD A 3- 5=( -736) 331 5. 9=( -228) 238 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( •789) 324 9- 6=( -118) 556 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -127) 149 6.10=(•1049) 376 TC LATERAL SUPPORT <= 12.00. UON. TOTAL LOAD = 42.0 PSF 10- 7=( -157) 90 BC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24.00 UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -184/ 1045V •165/ 291H 5.50' 1.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5' -179/ 1078V 0/ OH 5.50' 1.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans [COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.026' @ 13'- 3.8' Allowed = 1.190' M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.049' @ 13'. 3.8' Allowed = 1.586' MAX HORIZ. LL DEFL = -0.011' @ 24'- 5.0' 9-11-11 14-08-13 MAX HORIZ. TL DEFL = 0.016' @ 24'- 5.0' f 3-11-08 3-09-12 2-02-073-04-02 5-06-09 5-10-01 NOTE: Design assumes moisture content does f f f f f T T not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 8-00 system and components and cladding criteria. 12 Wind: 140 mph, h=24.2ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 load duration factor=1.6, Truss designed for wind loads M-4x6 M-3x4 M-3x4 M-1,5X3 in the plane of the truss only. 1r M-1.5x3 0 0 0 • • 0 00 co 0 c M-3x4 M-3x8 0.25"9 M-3x410 M-7x8(S) y y y y 7-07-08 8-05-10 8-07-06 y y 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - A2 ��,Eo PR Opp, Scale: 0.2111 C `` /15/ f9 GI N1 /3 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 ,7' -f? 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual -4k. ^92 •P E f Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 400/ 2.2x4 compression web bradng must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'ex.respectively unless braced throughout their length by ` 40110".. continuous sheathing such as plywood sheathing(TC)and/or dtywali(BC. / DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bddging or lateral bracing required where shown++ ) (r C 4.Na toad should be applied to any component until ever an bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 41,, SEQ. : 6060780 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G ?7 20\lk�� TRANS I D• 408182 design loads be applied to any component. and are for"dry condition"of use. / y P 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge if D 14, V fabrication,handling,shipment and Installation of components. necessary. A' 'R n`` 6.This design Is furnished subject to the Imitations set forth 7.Design assumes adequate both drainage Is provided. 't'/ !�n 1- I 11111 HIM IIII VIII VIII IIII)III IIII by 8.Plates shall be located on faces of truss,and placed so their center 7PIANiCA In SCSI,copies of which will be furnished upon request, lines coincide with Joint center Anes. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1224) 488 1- 7=(-289) 938 7- 2=( 0) 277 5-10=(0) 279 BC: 2x4 WOOF #18BTR SPACED 24.0' O.C. 2- 3=( -871) 603 7- 8=(-289) 936 2- 8=(-476) 334 WEBS: 2x4 WOOF STAND 3- 4=( -589) 509 8- 9=( -57) 600 8- 3=(-340) 392 LOADING 4- 5=( -874) 604 9.10=(-216) 789 8- 4=(-189) 177 It LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1224) 489 10- 6=(-215) 791 4- 9=(-197) 401 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=(-480) 337 TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -162/ 1038V -302/ 302H 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5' -162/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacinq,t C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.032' @ 13'- 1.8' Allowed = 1.190' ** For hanger specs. - See approved plans 11-11-11 0-0 9-02 11-11-11 MAX TL CREEP DEFL = -0.055' @ 13'- 1.8' Allowed = 1.586' 6-02-08 5-09-03 0-r 0�9 5-07-12 6-02-08 MAX HORIZ. LL DEFL = 0.017' @ 24'- 3.0' MAX HORIZ. TL DEFL = 0.026' @ 24'- 3.0' 12 M-4x6 M-5x6 12 NOTE: Design assumes moisture content does 12.00 7 N12.00 not to exceed 19% at time of manufacture. AIWA. Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. !1 M-3x4 M-3x4 0 0 CD �� rile _ 10 6, uo o o *ryM-3x4 M-1.5x3 60.25"e M-1.5x3 M-3x4 G M-5x8(S) M-3x4 6-00-12 5-07-12 1-05-04 5-06 6-00-12 J, y 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - A3 5�� G NF�ss, Scale: 0,2110 ! t72 WARNINGS: GENERAL NOTES,unless otherwise noted: 444 17 `. f / 1.Builder and erection contractor should be advised of all General Notes 1,This design Is based only upon the parameters shown and Is for an individual :' 9�0 P E { and Warnings before construction commences. building component.Applicability of design parameters and proper T r u s S: A3Incorporation of component Is the responsiblity of the building designer. 2.2x4 compression web bracing must be Instated where shown�. 2.Design assumes the top and bottom chords to be laterally braced at -- 3.Additional temporary bracing to Insure stablity during construction 2'o.e.and at 10'o.e.respectively unless braced throughout their lengQth by p..., 0� D ES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (r DATE: 9/15/2014 the overall stmdure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown+. G OREGON A.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. 7 lk SEQ. : 6060781 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, 2 design loads be applied to any component and are for"dry condition'of use. . 'a y 1 4oo TRANS I D: 408182 5.CompuTms has no control over and assumes no responsibility for the e'Design aassumes full bearing at all supports shown.Shim or wedge If �y 2`: fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. rl R I�X.� V 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III III I 111111111111111111111111111111 TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincidewith joint centerlines. In B.Digits Indicate size of platete inches. MiTek USA,InciCompUTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 VIII 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8,5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTA LOAD DURATION INCREASE = 1.15 BC: 204 KDDF /1168T0BTA SPACED 24.0" O.C. 1-2- 2=(•1185) 414 1- 9=(•347) 821 2- 9=(•273) 253 7-14=(-1323) 435 WEBS: 2x4 KDDF STAND 2- 3=( -981) 465 9-10=( •5) 16 9. 3=( -68) 342 14- 8=( -114) 68 LOADING 3- 4=( 0) 0 10.12=( 0) 0 9.11=(•179) 642 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 3. 6=( -633) 404 11-13=(•350) 957 3.11=(•101) 112 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 13-14=(•346) 963 0.11=( -13) 3 TOTAL LOAD = 42.0 PSF 7- 8=(•1048) 415 11.1 =( 0) 52 85 7- 8=( •48) 56 111 7 - 7=(-380) 185 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 7.13=( 0) 257 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA • LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) hanger24'- 8.5'specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 8.5' -220/-220/ 10311031VV 0/ OH 5.50' 1.65 KDDF ( 625) 230/ 28 OH 5.50' 1.67 KDDF ( 625) ' For Connector plate prefix designators: - C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND, 2: Desitin checked for net)-5 nsfl uplift at 24 'tic snacino.I M,M20HS,M18HS,M16 = MiTek MT series 0-09-02 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 0-09-02 8-06-11 3-05 MAX LL DEFL = 0.038' @ 14'• 8.5' Allowed = 1.190' MAX TL CREEP DEFL = •0,058' @ 14'- 8.5' Allowed = 1.586' 5-00-12 4-09-08 T-01-0 T T-01-0f 6-08-12 3-01-08 MAX HORIZ, LL DEFL = -0.016' @ 24'• 5,0' MAX HORIZ. TL DEFL = 0.025' @ 24'• 5.0' 10-00 4 NOTE: Design assumes moisture content does 12 12 not to exceed 19% at time of manufacture. M-5x6 12.007 M-4X6 12,00 Design conforms to main windforce•resisting system and components and cladding criteria. * , Wind: 140 mph, h=25.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 111111110m1-11.5x10 M-1 5x3 , �e N M o =.. _'� or -- 13 **14 -f 0 1M-3x4 9 10 12 M-1.5x3 M-3x8 M-1.5x3 o M-3x4 M-5x8 ), 1, y J, y y y 9-08-08 5-03-08 11148 5-03-12 3-03-04 , J, 15-01-12 y 9-06-12 y ), y y 16-01-08 0-11-12 8-07 y 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - A3V ;��0° PRofiFts Scale: 0.1819 0 WARNINGS: GENERAL NOTES,unless otherwise noted: .7//5/ GINS �'/ 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual Ct. c 92•S P E fir. Truss: A3V and Warnings before construction commences, building component.Applicability of design parameters and proper y 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.e.respectively unless braced throughout their length by 9/15/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as lywonorequired In ere and/or drywall BC. ,,...,40.1.:- DATE: p ty 9 3.2x Impact bridging or lateral bracing where shown++ ) Q. 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. "_. A OREGON SEQ. : 6060782 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to e.used Inc non-corrosive environment, - �y 20\1> As TRANS I D: 408182 design loads be applied to any component. and ere for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 Q} fabrication,handling,shipment end installation of components. necessary. 6.This design is furnished subject to the irritations set forth 7.Designassumes adequate onne drainage Is provided. rl R�LL. 111111111111011411 8.Plates shall be located both locos of truss,and placed so their center TPINJrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. MTTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 90.Digits basic crate ssctor e platate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(.281) 264 9- Sc) -379) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2- 3=( -981) 378 7- 8=( -3) 16 7. 3=( -83) 343 5-11=( 0) 257 3- 4=( -633) 341 8.10=1 0) 0 7- 9e(-124) 637 5.12=(-1323) 341 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1029) 321 9.11=(-282) 957 3. 9=( -88) 98 12- 6=( -114) 68 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -48) 56 11-12=(-278) 963 4. 9_ ( -25) 356 16 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24.00 UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED0'- 0.0' -151/ 1045V -233/ 281H 5.50' 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5' -144/ 1031V 0/ OH 5.50' 1.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. " For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.' Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0,031' @ 14'- 8.5' Allowed = 1.190' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.058' @ 14'- 8.5' Allowed = 1.586' 9-11-11 T 4-09-02 T 6-06-11 T 3-05 4, MAX HORIZ. LL DEFL = 0.015' @ 24'- 5.0' MAX HORIZ. TL DEFL = 0.025' @ 24'- 5.0' f 5-00-12 T 4-10-15 T 4-09-02 T 6-10-03 T 3-01-08 f NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 1212 • M-5x6 M-4x6 Design conforms to main windforce-resisting 12.007 N12.00 system and components and cladding criteria. *mosamammemmmamm Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. AU510 M-1.5x3li.........1 -,,O -4daggiiiiiii I ,_ t7 t,7o o M-1.5x31M-3x412 o "l.. 7 8 10 o M-3x4 M-3x8 M-1.5x3 ° M-5x8 y 1, /, y y b 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 y y 9-06-12 y 15-01-12 1, 16-01-08 0-11-12 8-07 J, ' 24-08-08 ��,i 0 PRo e.. JOB NAME: 7-D POLYGON 7-D NH - A4 Scale: 0.2028 �5 GINS ' GENERAL NOTES,unless otherwise noted: ki •fI/15/ ,7 1. 37 WARNINGS: �OPE f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss• A4 and Wanless before construction be nances. buildiIncorporation ation of cnt.Appliccomponent Is tty r design parameters and proper 2.2x4 compression web bracing must be installed where shown*. Design assumes e the opent hi the respo dto of the building esigner. 3.Additional temporary bracing to Insure stabil duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 1 po N c nitn and at ea in.such respectively plywooddss braced(TC)and/or dr r watn(g by /4/e.,. DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as sheathing(TC)throughout and/or drywength b DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. OREGON b SCC 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7 A SEQ. : 6060783 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y 2 design loads be applied to any component and are for"dry condition*of use, t� TRANS I D: 40 8182 5.CompuTrus has no control over and assumes no responsibility for the 6•Design signassumes full bearing at all supports shown.Shim or wedge If ,O r 1 4' 0�`.' fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage is provided. CSR R l t.\-- 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (VIII 11111 11111 11111 IIID 11111 11111 II I IIII MTek USA,Inc./CompuTrus s CA in BCSI,copies of ISoftch will 7.6.6(1 L)E request 1joint center Ines. o For asic connlines coindde ectorof plate design values see ESR-131 1.ESR-1988(Wok) EXPIRES:12/31/2015 111 111M1 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24-08-08 STUB HIP SETBACK 8.00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 20(-2933) 926 1- 8=(-683) 1898 2- 8=(-167) 242 10- 5=( 0) 516 2x6 KDDF #18811) T2 2- 3=(•2768) 956 8- 9=(-805) 2259 8- 3.(-169) 908 5-12.0(-1583) 627 BC: 2x6 KDDF #168TR LOADING 3. 4=(•1918) 729 9-11o( -24) 63 8- 4=(•687) 402 6 .12= 0 404 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-2269) 926 10-12=(-817) 2264 9- 4=(-160) 229 12- 7=1 -571) 1777 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'. 0.0' TO 8'- 0.0' V 5- 6=(-1385) 581 12-13=( -56) 99 9.10=(-791) 2222 7.13=(-2679) 915 TO LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 20'- 4.5' V 6- 7=(-1999) 733 4-10=( -85) 19 BC LATERAL SUPPORT <= 12.00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 20'- 4.5' TO 24'- 8.5' V 11.10=( 0) 126 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 24'- 8.5' V TC CONC LL( 466.7)+DL( 130,7)= 597.3 LBS @ 8'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA NOTE: 2x4 BRACING AT 24.00 UON. FOR IC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 20'- 4,5' LOCATIONS'- .0 REACTIONS2442V REACTIONS SIZE 3.91 (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'• 0.0' -632/ 757 -176/ 229HO5.50' 3.91 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5' -870/ 2757V 0/ OH 5.50' 4.41 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = Com uTrus, Inc 'COND. 2: Design checked for net(-5 sof) uplift at 24 'oc spacing.) M,M2OHS,M18HS,M16 = 'Wel( MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.062' @ 11'• 11,4' Allowed = 1,190' `• For hanger specs. See approved plans MAX TL CREEP DEFL = -0.125' @ 11'• 11.4' Allowed = 1.586' 7-11 11 12-05-02 MAX HORIZ. LL DEFL = 0.026' @ 24'- 5.8' '( 4-03 11 MAX HOAIZ. TL DEFL = 0.042' @ 24'- 5,8' ,r f3-11-08 4-00-03 3-11-11 ( 4-02-02 4-05-12 4-01-04 NOTE: Design assumes moisture content does 12 597.30# 4. 97.30# ( not to exceed 19% at time of manufacture. M-4x6 12 Design conforms to main windforce-resisting 12.00 V M-3x8 M-3x4 M-4x6 12 00 system and components and cladding criteria. �p 5 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q� (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-4x6 Ma) o -__Al {; - f:o- 11166 o M nig t 10 f "1 8 9 110 o M-3x10 M-3x413 �� o M-3x6 M-3x8 M-7x8 M-7x8 0 M-1.5x3 1- /, ) ), /, /, 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 y 1, /, 16-01-08 8-07 1, 24-08-08 y JOB NAME : 7-D POLYGON 7-D NH - A5 Kt• ,- PROFFs Scale: 0.2354 CI lt��JGI[NE `'S/O WARNINGS: GENERAL NOTES,unless otherwise noted: Ct, v//)I,7/ 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 0 921 O P E f Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters end proper y 2.2x4 compression wob bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. // // 3.Additional temporary bract to Insure stable duringconstruction 2.Design assumes the top and bottom chords to be laterallybraced at DES. B Y: MJ Is the responslibitiry of the errector.Additional permannt bracing of 2'o.c.and at 10'o.c.respectively unless braced throughut their length by „...404/11/4, +l Y ��► DATE: 9/15/2014 the overall structure Is the respons bIlity of the building deaipnac continuous sheathing such as plywood sheetNng(TC)and/or drywai BC). 3.2z Impact bddging or lateral bracing required the where shown++ S CC SEQ. : 6060784 4.No load should be applied to any component until ever all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "9t. 4 OREGON �4' fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to bo used In a non-corrosive environment, N lh TRANS I D: 408182 design loads be applied to any component. and are for"dry condition'of use. �� 0 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If 14, !�P} fabrication,handling,shipment and Installation of components. necessary. V 6.This design Is furnished subject to the imitations set forth 7.8.Plates shall be assumes adequate one both draes inage a Is f runs,and - MFS p`1 eir center 1IIIIII II I III'II I III I(IIII IIII IIII IIII Mire SA�lna/Co puTrus BC91,copies of ISofl ch will 7.6.6(1L)-E�quest. to.DI ibasiccat olze 0lines coincide with 1lplate 1 t nn In values see ESR-1311,ESRaced so-1988 988(MITek) rl n L • - EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 HIP SETBACK 3-05-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 16-06-08 GIRDER SUPPORTING 24-08-08 FROM 9-00-00 TO 16.00-00 1- 2=( 0) 80 2.10- -738) 2882 10- 3=( -710 2660 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(((-4126 1118 10-11=(-1680 6298 10- 4=(-4236 1214 2x6 KDDF #N1&BT 12 3. 4=(-2882) 798 11.12= •2414) 9176 4.11=( -484 2220 BC: 2x124KDDF T1NDTA LOADING 4. 5=(-6622) 1848 12.13=-2414 9176 11- 5=(•3110 818 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 5- 6=(-7884) 2142 13-14=(.1962 7540 12- 5= -514 2462 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 3'- 5.0' V 6- 7=(-4028; 1066 14- 8=( -980 4028 5.13=(-1744 460 BC LATERAL SUPPORT 72'OC. UON. TC UNIF LL( 67.7)+DL( 19.0). 86.7 PLF 3'- 5.0' TO 13'- 1.5' V 7- 8.(-5746) 1498 13- 6= -514) 2352 TC UNIF LL50.0,+DL1 14.0,= 64.0 PLF 13'- 1.5' TO 16'- 6.5' V 8- 9.( 0, 80 16.14_(-4974 3776 1242 BC UNIF LL) 0.0)+DL( 27.1)= 27.1 PLF 0,- 0.0' TO 16'- 6.5' V NOTE: 2x4 BRACING AT 24.00 UON. FOR BC UNIF LL( 283.9)+DL( 193.0)= 476.9 PIF 9'- 0.0' TO 16'- 0.0' V BEARING MAX VERT MAX HOAZ BAG AEOUIREO BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 68.8)+0L( 19.3)= 88.1 LBS @ 3'• 5.0' LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) IC CONC LL( 68,8)+DL( 19.31= 88.1 LBS @ 13'- 1.5' 0'- 0.0' -888/ 3255V •73/ 73H 5.50' 5.21 KDDF 625 OVERHANGS: 12.0' 12.0' ADDL: BC CONC LL+DL= 2755.0 LBS @ 8'- 0.0' 16'- 6.5' -1289/ 4971V 0/ OH 5.50' 7.95 KDDF ( 625, Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 oaf) uplift at 24 '0C soacing.I C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, IL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = •0.001' @ -1'- 0,0' Allowed = 0.100' ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed = 0.133' 1, Join together 2 ply with 3'x.131 DIA GUN MAX LL DEFL = 0.059' @ 8'- 3.2' Allowed = 0.781' nails staggered at: MAX TL CREEP DEFL = -0.155' @ 8'- 3.2' Allowed = 1.042' 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = •0.001' @ 17'- 6.5' Allowed = 0.100' /V 1 9' oc in 2 row(s) throughout 2x6 top chords, TRUSS NOT SYMMETRICAL. MAX TL CREEP DEFL = -0.001' @ 17'- 6.5' Allowed = 0.133' 9" oc in 3 row(s) throughout 2x12 bottom chords, ORIENTATION AS SHOWN. 9' oc in 1 row(s) throughout 2x4 webs. �A - 2x6 DF #1&BTR) MAX HORIZ. LL DEFL = -0.011' @ 16'- 1.0' MAX HORIZ. TL DEFL = 0.021' @ 16'- 1.0' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 2-07-11 11-03-02 2-07-11 Design conforms to main windforce•resisting 1' T system and components and cladding criteria. 2-07-11 2-05-15 3-01-10 3-01-10 2-05-15 ,ff 2-07-11 Wind: 140 mphh=20.5ft, TCD)=4.2,BCDL=6.0, ASCE 7.10, 88.10# 88.1'0# 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x8 load duration factor=l.6, 12.00 '12.00 Truss designed for wind loads 7M 3X8 M-3x10 M 3X8 in the plane of the truss only. �� T2 Q� 'a ''` I M-5x16 .:-., ;at IN iiii Ars.t El A _ , _ to cr 1� 12 13 14 0 10 II M-5x16 M-3x8 M-12x14 M-12x14 M-12x20 M-12x14 • 2757# y y y y 1. J. y 2-05-04 2-11-14 2-10-02 2-10-02 2-11-14 2-05-04 J J. y y 1-00 16-06-08 1-00 '<(' t° PROFes(9 JOB NAME : 7-D POLYGON 7-D NH - B1 Scale: 0.3524 �� 115/Ir. `"* WARNINGS: GENERAL NOTES,unless otherwise noted: -o 92.OP E f 17 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bredng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at et' ' po ry 2'c.c.and at 10'08.respectively unless braced throughout their length by f+as! DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). sf DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �/ 4.No load should be applied to any component until after all bracing end 4.Installaton of truss Is the responsibility of the respective contractor. tX SEQ. : 6060785 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, 2 ��,, design loads be applied to any component. end are for"dry condition'of use. '�G�� 9 14 ` 0� 6.Design assumes full bearing at a0 supports shown.Shim or wedge If /(? t4 TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the necessary. lig F3 V RPM.. 6.fabdcagon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. .- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - - SCSI,copies of whch will be furnished upon nes coincide with joint center Ines. III)I 11111 VIII 1111111111111111111111 II(IIIIVIIIVIII)III III MTe SA,�Inc./CompuT s ISoftwafe+7.6:(1 E request. 0.9.PForribasic connigts Indicate ectorizeoplf atetdesige in n values see ESR-1311,ESR-1988(Weis) EXP.IRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'• 5.0' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF M1$BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 78 2-5=(-82) 123 3-5=(-268) 113 BC: 2x4 KDDF g18BTR SPACED 24,0. 0.0. WEBS: 2x4 KDDF STAND 2.3=( -90) 83 5.6=( 0) 0 LOADING 3.4=(-134) 32 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 OVERHANGS: 12.0' 0,0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow P 1'. 0.0' -124/ 497V -44/ 77H 5.50' 0.74 KDDF ( 625) Connector plate prefix designators: l g) 1'- 10.9' -136/ 19V 0/ OH 1.50' 0.03 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'• 5.0' 521 35V 0/ OH 5.50' 0.06 KOOF 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2; Design checked for netl•5 oaf) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ •1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.002' @ -1'• 0.0' Allowed = 0.133' MAX LL DEFL = -0.016' @ 0'- 0.0' Allowed = 0.100' 12 MAX TL CREEP DEFL = -0.021' 0 0'- 0.0' Allowed = 0.133' 7 MAX TC PANEL LL DEFL = 0.009' @ 1'• 8.2' Allowed = 0.048' 12.00 MAX TC PANEL TL DEFL = 0.012' @ 1'- 8.6' Allowed = 0.072' MAX BC PANEL LL DEFL = 0.005' @ 2'- 0.5' Allowed = 0.075' MAX BC PANEL TL DEFL = 0.006' @ 2'- 0.5' Allowed = 0.100' MAX HORIZ. LL DEFL = -0.035' @ 1'- 10.9' M-1.5x3 MAX HORIZ. TL DEFL = -0.042' @ 1'• 10.9' ri NOTE: Design assumes moisture content does not to exceed 19N at time of manufacture. v Design conforms to main windforce-resisting ill ..- 4- system and components and cladding criteria. N Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration tactor=l.6, of- Truss designed for wind loads a, �- in the plane of the truss only. A 3_,.11:11„„,„„,, c, r� o'` 5►U 10.---" Ell 6 _, M-3x4 M-1.5x3 i, y 2-05 y y .1- 1-00 1-00 3-05 (PROVIDE FULL BEARING:Jts:5,4,61 JOB NAME: 7-D POLYGON 7-D NH - BJ1 <<�,Eo PRo>CFss Scale: 0.6338 SCJ ,,,,0INEA,�, /0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� '`'711511717 rrr��fO 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =9210 P E '9r Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsiblity of the building designer. DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design at1 assumes tho top and bottom chords to be!sternlybracedttit at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1a'o•c,such a respectively unless braced throughout their length by ��►' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. .......0410/P. DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ ) el ft 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. '�L/ ,,OREGO O� �4 3 SEQ. : 6060786 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, tx TRANS I D• 408182 design loads be applied to any component. and are for'dry condition"of use. ��11 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If cJ 1 4, fabrication,handling,shipment and Installation of components. necessary. e 6.This design Is furnished subject to the imitations set forth 7.Designlatesassumes adequate ne bothdraface Iseprovided. 4/i .R R F�`" I III II I II II II I I I IIIII III 1111(III(III by 6.Plates shall be located on faces of truss,end placed so their center TPUWiCA in BCS(,copies of which will be furnished upon request. Ones coincide with joint center Ones. 9.MITek USA,Inc./CompuTrus Software 7.6.6(114-E 0.Forlts basiciconneector ple of ate design valinches. es see ESR-1311,ESR-1996(MiTek) EXPIRES:12/31/2015 1E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF g158TR SPACED 24.0. O.C. 3.4=( -44� 80 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 6.7' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -22/ 309V -58/ 170H 5.50' 0.49 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 2.2' 0/ 41V 0/ OH 5.50' 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.0' -1301 141V 01 OH 1.50' 0.18 NODE ( 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.( BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 AND BOTTOM CHORD LIVELOADS ACTSMAX NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.000' @ 3'- 11.7' Allowed = 0.056' MAX TL CREEP DEFL = -0.000' @ 3'- 11.7' Allowed = 0.074' 12 MAX TC PANEL LL DEFL = 0.027' @ 2'- 1.4' Allowed = 0.283' 12.00 7 MAX TC PANEL TL DEFL = 0.026' @ 2'- 1.4' Allowed = 0,425' MAX HORIZ, LL DEFL = -0.001' @ 3'- 4.3' MAX HORIZ, TL DEFL = -0.001' @ 3'- 4.3' ) NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce.resisting v system and components and cladding criteria. d' Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, e (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0/ t; o M-3x4 J. y J. ,i 1-00 3-05 0-06-11 (PROVIDE FULL BEARING•Its'2 5 3( ��00 PRQ, . JOB NAME: 7-D POLYGON 7-D NH - BJ2 Scale: 0.5806 \� !(� �/!(Njjl�j)� 4Q WARNINGS: GENERAL NOTES,unless otherwise noted: 4CI� J t5�!! .?,:.:.. 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 Ct. =92.0 P E r Truss: BJ 2 end Warnings before construction commences. building component.Apptcabmty of design parameters and proper 2.244 compression web bracing must be installed where shown+• Incorporation of component la the responaibliy of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom cholla to be roughoaterally braced at 400310°'- DES. r- DE3. BY: MJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.each etivey unless braced throughout their lenggth by ®,- po y continuous sheathing such as plywood sheathing(TC)and/or drywaii(BC). (,r DATE: 9/15/2014 the overs6 structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'f7L OREGON 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. >h to SEQ. : 6060787 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, Z� A. design loads be applied to any component. and are for"dry condition"of use. /O �y 14 TRANS I D: 4 08182 5.CompuTras hes no control over and assumes no responsiMpy for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. p C+ 6.This design is furnished subject to the imitations set forth by 7.Platesshallbe located on both faces of truss,and placed so their center y. �` R`�� IIIIII II II III I III I VIII VIII VIII(III(IIIwill be furnished upon MiTTpe USA,lnc./CompuTrus chI/WTCA In RCS!,copies of wh(Software 7.6,6(1 L)E request. orce with Joint center Ones. uFindicate plate b connector plate Inches.ues see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 VIII[(VIII[ This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'• 11.7' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.5=(0) 0 BC; 2x4 KDDF g16BTR SPACED 24.0. O.C. 2.3=(-301) 249 TC LATERAL SUPPORT <= 12'OC. UON, LOADING 3.4=( -76) 51 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -15/ 302V -90/ 224H 5.50' 0.48 KDDF ( 625) Cnnec 8,CN18 (or no prefix) = CompuTrus, Inc LL 25 PSF Ground Snow (Pg) 3'• 2.2' 0/ 36V D/ OH 5.50' 0.06 KDDF ( 625) M,M2OHS,M18HS,M16 o MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'_ 4.3' -187/ 241V 0/ OH 1,50' 0.31 KDDF ( 625) 11.7' -54/ 74V 0/ OH 1.50' 0.12 KDDF ( 625) AEOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Desipn checked for nett-5 psfl uplift at 24 'oc sDacinp.I 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 = 0.009' @ 1'- 8.3' Allowed = 0.283' Ill MAX TC PANEL TL DEFL = 0,009' @ 1'- 8.3' Allowed = 0.425' MAX HORIZ. LL DEFL = •0.003' @ 5'• 10.9' MAX HORIZ, TL DEFL = -0.003' @ 5'• 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. vWind: 140 mph, h=22.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, oTruss designed for wind loads co in the plane of the truss only. es O toOo i, 3. 3. 3' 1-00 3-05 2-06-11 [PROVIDE FULL BEARING:Jts•2 5.3 el JOB NAME: 7-D POLYGON 7-D NH - BJ3 <0' PROFFs's Scale: 0.4587 c '71 i I�A X02 WARNINGS: GENERAL NOTES,unless otherwise noted: 7 r!5 �7' -9' 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual 4' ;9210PE 1- Truss: BJ 3 end Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed whore shown+. incorporation of component is the responsibility of the building designer. DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et is the responsibility of the erector.Additional permanent bracing of 2'o.e.end at 10'its.respectivelyh asplywood unless braced throughout their length by `rte.„• 4®-•- DATE: 9/15/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as sheet when C)and/or drywall C. /� P ty 0 3.2x Impact bridging or lateral bracing required where shown++ le CC 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� OREGON [(,/' SEQ. : 6060788 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L/ �� ZOND n design loads be applied to any component. and are for'dry condition'of use. TRANS I D: 408 82 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 14, �\), nfabrication,handling,shipment and installation of components. Designesassessary. /1/ ' -rR R`L.� 6.This design is furnished subject to the IrNtatidns set forth 7. latesassumes b el adequatedo otc drainage Is provided.end •"/C fl III I II I IIID III I III I 1111111111111 III VIII[III(III by e.Plates shall be located on both faces of truss, placed so their center TPIAM•CA In BCS[,copies of which will be furnished upon request. lines coincide with joint center tines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 190.Forits basic conneectoe rplf atete In design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 . IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF 1/1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.6=(0) 0 BC: 2x4 KDDF k16BTR SPACED 24.0' O.C. 2-3=(-437) 346 3.4=(-172) 90 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=( -44) 0 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 6.7' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -8/ 288V -118/ 302H 5.50' 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 2.2' 0/ 31V 0/ OH 5.50' 0.05 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.3' -259/ 323V 0/ OH 1.50' 0.41 KODF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'. 5.0' -144/ 180V 0/ OH 1.50' 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP )COND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE 14DS ACTON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL= -0.000' @ 7'- 11.7' Allowed = 0.056' MAX TL CREEP DEFL = -0.000' @ 7'- 11.7' Allowed = 0.074' /1 MAX TC PANEL LL DEFL = 0.007' @ 1'- 10.9' Allowed = 0.283' MAX BC PANEL TL DEFL = -0.005' @ 1'- 9.9' Allowed = 0.167' MAX HORIZ, LL DEFL = -0.005' @ 7'- 4.3' MAX HORIZ. TL DEFL = -0.005' @ 7'- 4.3' 12 12.00 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 7 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, d• (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=l.6, co Truss designed for wind loads in the plane of the truss only. 4 V) 0 '1 0/0 _ 6 -, o M-3x4 y 3' 3' ,1. 1-00 3-05 4-06-11 (PROVIDE FULL BEARING:Jts:2,6.3,4) ��--.0 P R OPess JOB NAME: 7-D POLYGON 7-D NH - BJ4 Scale: 0.362, �0 C")" 4O. GENERAL NOTES,unless otherwise noted: �� _ I 151 2w WARNINGS: 921 SPE f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: BJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Instated where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ` S� DES. BY: MJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their le lith by / '! po ty continuous sheathing such as plywood sheathing(TC)and/or drywatri(BC). el Q DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ -�L ` OREGON b,4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbitty of the respective contractor. 4' tk 4, SEQ. : 6060789 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses am to be used In a non-corrosive environment, design loads be applied to any component and are for"dry condition'of use. iQ •Y 1 4 p TRANS I D: 40 8182 5.CompuTrus has no control over and assumes no responsibility for the 6'oecesse assumes full bearing at all supports shown.Shim or wedge If 2 �T fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. M�R RI Lk" :. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center nes ncide with joint center Ines. 111111 IIIII III II A I1114II(III(IIITPINVTCA In SCSI,copies of Mu c SA /CompuTrlts(Software 7.6.6(1 L)Ewill be furnished n request. 09..Forribasic wee connslze ectf orte In des values see ESR-1311,ESR-19e8(MITek) EXPIRES:12/31/2015 1E1111This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL TC: 2x4 KDDF Al&BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- IBC 2012 MAX MEMBER FORCES 4WR/3-lOu(=1,00 168Tfl 2- 2=( 0) 80 2-10=(•439) 1626 3-10=(•174) 244 BC: 2x6 KDDF S WEBS: 2x4 KDDF STAND LOADING 3=(•2523) 714 10.11=(-466) 1766 10. 4=( -68) 697 LL = 25 PSF Ground Snow (Pg) 3. 4=(-2356) 744 11- 8=(-367) 1633 10- 1e(-362) 285 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 8'- 0.0' V 5- 5=(-1622) 580 5.11=(-342) 275 BC LATERAL SUPPORT <= 12'0C. UON. IC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 14'- 0.0' V 7=(-2367) 744 11--17=( -58) 677 IC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 14'• 0.0' TO 22'- 0.0' V 6- 8')-2534) 749 7=(•173) 245 BC UNIF LL( 0,0)+DL( 50,0)= 50.0 PLF 0'- 0.0' TO 22'- 0.0' V 7- 8=(•2530) 720 NOTE: 2x4 BRACING AT 24.00 UON. FOR 8- 9=( 0) 80 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466,7)+DL( 130.7)= 597.3 LBS @ 8'- 0,0' TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0,0' BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12,0' 12.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 2'• 0.0' -523/ 2257V -217/ 217H 5.50' 3.610 KDDF ( 625) Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 22' 0.0' 527/ 2257V 0/ OH 5.50' 3.61 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 MiTek MT series !COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' 7-11-11 6-00-10 7-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-00 f '1 T MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP OEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 597.30# MAX LL DEFL = •0,046' @ 11'- 0.0' Allowed = 1,054' MAX 12 597.30# TL CREEP DEFL o -0.092' @ 11'• 0.0' Allowed o 1,406' 12.00 M-4x6 M-4x6 t2 MAX LL OEFL = -0.002' @ 23'- 0.0' Allowed = 0,100' M-3x4 \12 00 MAX TL CREEP DEFL = •0.003' @ 23'- 0.0' Allowed = 0.133' 5 �o $ MAX HORIZ. TL OEFL = 0.028' @ 21'- 6.5' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria.' M-1.5x3 71\111. M-1.5x3 Wind: 140 mph, h=23.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. el MO OO �� -~ "~\ o10 _ 8M-3x6 M-3x8 M-5x6(S) M-3x8 M 3x6 y 7-08-08 y 6-07 y 7-08-08 y y y y 10-00 12-00 1. )- 1-00 22-00 y y 1-00 JOB NAME: 7-D POLYGON 7-D NH - Cl Scale: 0.2653 �J.�l:i;`-. N ��un WARNINGS: GENERAL NOTES,unless otherwise noted: ��\ v 2�I/ � Cl1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 =92 a 0P E r Truss: C and Warnings before construction commences, building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be Installed where shown w Incorporation of component is the responsibility of the building designer, // // DES. BY MJ Additional temporary bracing to insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at 3. / is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.c.respedsely unless braced throughout their length by ` DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood ueathln where)end/or drywali(eC). GI- 9 3.2x Impact bridging or lateral bracing required shown++ 4 Cr 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor.en7 A_'OREGON. SEQ. : 6060790 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to bee.used In a non-corrosive environment, le 20�� TRANS I D• 408182 design loads be applied to any component. and are condition"of use. S S.CompuTrus has no control over and assumes no responsibility for the S Design assumes lull bearing at all supports shown.Shim or wedge if Q 14 A, fabrication,handling,shipment and Installation of components. 7.necessary. r-� �[. 6.This design is furnished subject to rho imitations set forth byB. Design assumes adequate drainage Is ruse,and. M�R h I SL 1111 II I II IIII I 11 11111 1111 III 1111 11 TPIINTCA in SCSI.copies of which will be furnished upon request. 8 Mets coincide with joint on center fnesg oft ass, placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Forrits basicconnte ecctor plze of ate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF N1d1BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-12=(-163) 752 3-12=(-196) 181 BC: 2x6 KDDF N1SBTR SPACED 24.0' O.C. 2- 3=(-1049) 364 12.13=(-101) 658 12- 4=(-141) 383 WEBS: 2x4 ODE STAND 3. 4=( -887) 397 13.10=(-191) 652 12- 6=(-172) 130 LOADING 4- 5=( 0) 0 6.13=(-172) 130 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -565) 338 8-13=(-142) 382 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-. 88=(- 5655) 3388 13- 9=(-196) 181 TOTAL LOAD = 42.0 PSF 8- 9=( -887) 397 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1049) 364 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=) 0) 80 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) Connector plate prefix designators: 0'- 0.0' -241/ 1038V -220/ 220H 5.50' 1.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 22'- 0.0' -241/ 1038V 0/ OH 5.50' 1.66 KODF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series )GOND. 2: Design checked for nett-5 Osfl uplift at 24 'oc spacins.) 9-11-11 T 2-00-10 9- 11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0,100' 4-00 3-10-04 1-00-05 12-01-0 T 3-10-04 4-00 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.019' @ 11'- 0.0' Allowed = 1.054' MAX TL CREEP DEFL = -0.035' @ 11'- 0.0' Allowed o 1.406' 2-01-07 1-00-05MAX LL DEFL = -0.002' @ 23'- 0.0' Allowed = 0.100' 8-00 T T f---f 8-00 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0,007' @ 21'- 6.5' 1212 MAX HORIZ, TL DEFL = 0.012' @ 21'- 6.5' 12.00 7 M-4x6 ' 12.00 NOTE: Design assumes moisture content does M-4x6 not to exceed 19% at time of manufacture. • M-3x4 Design conforms to main windforce-resisting 4k o system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-1.5x3 M-1.5x3 in the plane of the truss only. M o O ui 99 an 1 c O M- 3x4 M-3x8 M-5x6(S) M-3x8 M-3x4 1 O y y y 7-08-08 y 6-07 7-08-08 I I I 10-00 12-00 y i' ), 1-00 22-00 1-00 JOB NAME: 7-D POLYGON 7-D NH - C2 Scale: 0.2036 ��t G N 44 SA4s�'/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ^92 O P.E kr 7 1.Sunder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: C2and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 0 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `r�(s DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(SC). A DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ .^9` �y_OREGON A. TRANS 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. -�! - SEQ. : 6060791 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, .�y 2� design loads be applied to any component. end are for'dry condition'of use. Q 1 4 P 6.Design assumes NII bearing at all supports shown.Shim or wedge If 1 TRANS I D: 408182 5.CompuTrus hes no control over and assumes no responsibility for the necessa MFR R ti 1..`- fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. 6.This design Is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ished upon 111101111111111111 MITe SAINVTCA nInc./CompuTrus SCSI,copies of /ch WO be Software 7n6.6(1 L)E request. lines colndde with joint center lines. 10.FForrlbaisic an ectorsize of plate in pla a design velum see ESR-1311,ESR-1988(MITek) EXPIRES:i2/3112015 IIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 1 TO: 2x4 KDDF NISBTA TRUSS SPAN 22'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 BC: 2x4 KDDF 816BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2. 8=(-93) 842 3. 8=(•377) 349 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 2- 3=(•1094) 254 8- 9=(-52) 551 8- 4=(•249) 614 3. 4=( -987) 431 9. 6=(•93) 715 4- 9=(-249) 614 LOADING 4. 5=( -987) 431 9. 5=(-377) 349 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1094) 254 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 80 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) P BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -187/ 1038V -307/ 307H 5.50' 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0' •187/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-00 11-00 ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) T f 1' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 5-07-10 5-04-06 5-04 O6 5-07-10 MAX TL CREEP DEFL = -0.003' @ •1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.028' @ 7'- 5.1' Allowed = 1.054' 12 12 MAX TL CREEP DEFL = -0.051' @ 7'• 5.1' Allowed = 1.406' 7M-4x6 MAX LL DEFL = •0.002' @ 23'- 0.0' Allowed = 0.100' 12.00 4 lie 4 \12.00 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.013' @ 21'- 6.5' /,§11 MAX HORIZ. TL DEFL = 0.019' @ 21'• 6.5' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5X3 load duration factor=l.s, M-1.5X3 Truss designed for wind loads in the plane of the truss only. CO 0 (A ////116kk: h O t[) V/ MY = \ rn 8M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 c L. y y J 7-05-01 7-01-13 7-05-01 ), y i, 10-00 12-00 J,' y y y 1-00 22-00 1-00 JOB NAME: 7-D POLYGON 7-D NH - C3 Scale: 0.2195 �5� ��GPNfi/��F/p��s/p WARNINGS: GENERAL NOTES,unless otherwise noted: �L� /I✓I! I �. 1.Builder and erection contractor should be advised dell General Notes 1.This design is based only upon the parameters shown and Is for en Individual °:' ^�0PE S' Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown*. incorporation of component Is the responslbltty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et DES. B Y: MJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by `rte, continuous sheathing such as plywood sheathing(TC)and/or dryvre8 C. DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shorn++ S 4.Na load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'y "OREGON �(/" SEQ. : 6060792 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 20`1� � design loads be applied to any component end are for"dry condition'of use. / '� A TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge If �' 1 4 � ' fabrication,handling,shipment and installation of components. necessary. � rl R)O- 6.This design Is furnished subject to the imitations set forth 7-Design assumesca ed one otc drainage Is f rsa. t r�n I IIIIII IIID VIII VIII VIII IIII VIII IIII IIII by 9.Plates shall be located both faces of truss,and placed so their cantor TPIAMCA In SCSI,copies of which win be furnished upon request Ones coincide with Joint center Anes. MiTek USA,Ina/CompUTrus Software 7.6.6(1L)-E9 10.Perrlts basic connectocate size r plf ate deate nsign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 f IHIIII1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF 1/168TR SPACED 24.0' O.C. 2-3=(-18) 85 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BUG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -50/ 287V -32/ 99H 5.50' 0.46 KDDF ( 625) 1'- 10.9' -165/ 174V 0/ OH 1.50' 0.28 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 65V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )COND. 2: Desian checked for net(-5 oaf) uplift at 24 'oc soacino.I REOUTAEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX IC PANEL LL DEFL = 0.004' @ I'- 0.0' Allowed = 0.147' MAX TC PANEL TL DEFL = •0.008' @ 1'- 1.5' Allowed = 0.220' MAX BC PANEL LL DEFL = 0.013' @ 3'- 6.6' Allowed = 0.354' MAX BC PANEL TL DEFL = •0.081' @ 4'- 4.8' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' '( 1-11-11 "f MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 Truss designed for wind loads in the plane of the truss only. Tr 0 N or- a": o14 M-3x4 y 1-00 y (PROVIDE FULL BEARING:Jti:2.3,41 8-00 y �� p PROFe JOB NAME: 7-D POLYGON 7-D NH - J1 Scale: 0.5877 �G, GIN,; . �� //5/ °* WARNINGS: GENERAL NOTES,unless otherwise noted: cc ^92 dP E ti' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: J 1and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'0.o.and at tn.o.c.respectively unless braced throughout their le th by ,f��ae!= DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). A DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 37` A_OREGON 40 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. -'7 SEQ. : 6060793 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / �Q}. 20 �-, A. design loads be applied to any component. and are for'dry condition"of use. t� TRANS I D: 408182 5.CompuTras has no control over and assumes no responsibility for the 6.Design e signassumes NII bearing at all supports shown.Shim or wedge ifn Q A' 1n4'1 �S fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. ,.t'/ /41,110- 6. A`t�`' 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 in ./ which ftrequest. Ones MTeUSA,Inc/CompuT s Software 7.6.6(1L)E coincide its c e of aUParrbacotee torplte desate inign values see ESR-1311,ESR-1988(Mak) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF //ABTA SPACED 24.0' O.C. 2.30) 900) 11311 2.4=(0) 0 TC LATERAL SUPPORT (= 12.0C. UON. LOADING BC LATERAL SUPPORT a= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -3/ 358V .61/ 161H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: 3'- 10.9' -198/ 181V 0/ OH 1.50' 0.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 72V 0/ OH 5,50' 0.11 KDDF ( 625) 8,82085,81885,816 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND, 2: Desitin checked for net(-5 osfl uplift at 24 'tic spacinad VERTICAL DEFLECTION LIMITS: LL.L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ •1'- 0.0' Allowed a 0.133' 3-11-11 MAX LL DEFL = 0,000' @ 0'- 0.0' Allowed = 0.178' MAX BC PANEL LL DEFL = -0.026' @ 3'- 6.6' Allowed = 0.354' MAX TC PANEL TL DEFL = -0.044' @ 2'- 2.3' Allowed . 0.503' '" MAX BC PANEL TL DEFL = -0.122' @ 4'- 1.4' Allowed = 0.472' 12 MAX HORIZ. LL DEFL = -0.001' @ 3'. 10.9' 12.00 7 jib MAX HORIZ. TL DEFL = 0.001' @ 3'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Nr Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, o Truss designed for wind loads v in the plane of the truss only. eo of to r.A 0 o/- IIP'-----4-"?IA -f M-3x4 1-00 (PROVIDE FULL BEARING:Jts:2 3 4I 8-00 JOB NAME : 7-D POLYGON 7-D NH - J2 �� o PR� Fss, Scale: 0.5502 .' GINfi WARNINGS: GENERAL NOTES,unless otherwise noted: tL '1 151 1, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 ^�S P E 1� Truss: J2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. Incorporation of component Is the responslblhty of the building designer. 3.AddlBonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lateraly braced at DES. B Y: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by L�� " +,� DATE: 9/15/2014 responsibility designer. continuous sheathing such as plywood sheathing(TC)and/or drywall C. the overall structure Is the res onsibili of the building 3.2x Impact bridging or lateral bracing required where shown*. 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. OREGON shouldSEQ. : 6060794fasteners are complete and at no lime any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �L. V 2 N A. C design loads be applied to any component. and are for"dry condition'of use. / '4 y 0 TRANS I D: 408 82 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O c 14 �P handing,shipment and Installation of components. necessary. provided. '"''IRO- fabrication, 6.This design Is furnished subject to the Imitations set forth by B.Plates shall be locategd onaboth faces of russ,ad placed so their center III II IIIII IIIII II I III I IIIII(III(III(IIITPIANMA In BCSI,copies of upon MITe USA,Inc./CompuTrus1Softwarech ll bef 7.6.6(1 L)E urnished request. 10.For lines is coonnecorplate design values see ESR-1311,ESR-1988(MiTek)ncide with joint 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1,00 TC: 2x4 KODF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF p1&BTA SPACED 24.0' O.C. 2-3=(-149) 154 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -20/ 422V -90/ 224H 5.50' 0.68 KDDF ( 625) 5'- 10.9' -193/ 219V 0/ OH 1.50' 0.35 KODF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 121V 0/ OH 5.50' 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE (GOND. 2: Desian checked for nett-5 psi) uplift at 24 'oc soacina.l • LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TLMAX CREEP LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.105' MAX TC PANEL LL DEFL = 0.249' @ 3'- 2.0' Allowed = 0.524' MAX BC PANEL TL DEFL = -0.229' @ 4'- 1.4' Allowed = 0.472' b MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 12 NOTE: Design assumes moisture content does 12.00 7 not to exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, a (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, 4 Truss designed for wind loads o Coin the plane of the truss only. c' 0 o 4 0 01011 M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 8-00 '�F`1A0 P R OFets JOB NAME: 7-D POLYGON 7-D NH - J3 Scale: 0.4558 �� \�1\7yG(N >WA � GENERAL NOTES,unless otherwise noted: �� • /��/p ''Sr 1.Sunder -CC c g2 I SPE r 1.Builder and erection contractor should be advised of all General Notes 1,TNs design is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss J 3 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designee • 3.Additional temporary bracing to insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at pe ty 2'o.s.end at 10'o.o,respectively unless braced throughout their length DES. BY: MJ Is the responsibility piths erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywalilh by C). "A [Z. DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown.4. OREGON � 4.No load should be applied to any component until after an bracing end 4.Installation of truss is the responsibility of the respective contractor. 37 SEQ. : 6060795 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: 408182 design toads be applied to any component. and are for"dry condition"of use. /^ 14, 2° 5.CompuTrus hes no control over and assumes no responsibility for the e.Desnnecessa assumes lull bearing at at V supports shown.Shim or wedge If C� fb fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. !l R`1M,' `- 6.This design Is furnished subject to the iMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111112111111 ( request. lines MTe USA,Inc./CompuTrus Software 7.6.6(1L)-E si 10.aFrisccplateate size of oDigits connector plate design values see ESR-1311.ESR-1988(MITeW EXPIRES:12/31/2015 1111 1111 This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 11.5' TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE 1.15 [GOND, 2: Design checked for net(-5 psfl uplift at 24 'oc spacing,[ BC: 2x4 KDDF #188TR SPACED 24.0. O.C. NOTE: Design assumes moisture content does TC LATERAL SUPPORT <= 12.00. UON. not to exceed 19% at time of manufacture. BC LATERAL SUPPORT <= 12'OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d cladding isting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS,M16or = Mek MT series Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. 5.00 P›-AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. or Refer to M-1x2 to equal typical at stud verticals. CompuTrus gable end detail for 3 complete specifications. r N - Attill1111111111 O O O M O -� �� M-3x4 4 y 1-00 y 6-11-08 )- JOB NAME : 7-D POLYGON 7-D NH - D1 ��p,�0 PROFfis Scale: 0.6748 �t �'a�N�R� �'/O WARNINGS: GENERAL NOTES,unless olhenNsenoted: Lt, ` 1 5 T f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual c 92.0 P E 1-- Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. // DES. BY: MJ 3.Additional temporary bracing to insure alabipty during construction 2.Design assumes the top and bottom chords to be laterally braced et is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10•o.e.respectively unless braced throughout their length by CC DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood required ing(rC)and/or drywal C). `tom! �® 3.2z Impact bridging bus or lateral bradng where shown++ 0 SEQ. : 6060796 4.Na load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. 7G/ A OREGON O� �4. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• 408182 design loads be applied to any component. and are for'dry condition"of use. Q 14 �P�- S.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge If 4- fabdca6on,handling,shipment and Installation of components. necessary. ,11 6,This design is furnished subject to the Irritations set forth 7.Design assumes adequate drainage is provided. ✓&' p'�� helr center 111111111111111111111 MTe SAINVTCA InIncJCompuT s SofI,copies of which tware 7.6.6(1 L)E�ll be furnished upon request. 9.10.Doli t inddicaer basic ^�sizerof plat8.Plates shall be located on th joint e Inches.ah faces s see ESR-13truss,and 11,ESRaced so t1988(MITek) rl n EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 UDE 91&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 43 2-5=(-55) 73 3-5=(-215) 172 BC: 2x4 KDDF 91&BTA SPACED 24.0' O.C. 2-3=(-109) 95 3.4=( 0) 0 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BUG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'• 0.0' -66/ 432V •34/ 102H 5.50' 0.69 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 6'- 11.5' •33/ 284V 0/ OH 5.50' 0.45 WOOF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 osf) uplift at 24 'oc soacinO.I M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'• 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.158' @ 3'. 6.2' Allowed = 0.422' 6-07-12 0-03-12 3 MAX TC PANEL TL DEFL = -0.190' 0 3'- 6.4' Allowed = 0.633' MAX HORIZ. LL DEFL = 0.001' @ 6'- 7.7' 12 MAX HORIZ. TL DEFL = 0.001' @ 6'- 7.7' 5.0017 M-1.5X3 NOTE: Design assumes moisture content does 4 'r not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, r> Truss designed for wind loads in the plane of the truss only. <1 O M I O IC s 2 15 M-3x4 M-1.5x3 6-07-12 0-03-12 y /, ), 1-00 6-11-08 .e s., PR Opps� JOB NAME: 7-D POLYGON 7-D NH - D2 Scale: 0.5542 N C?INQ , kr -7 151 00.E WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9 ��FE r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: D2and Warnings before construction commences. building component.Applicability of design parameters and proper 2.23r4 compression web bracing must be installed where shown 5. Incorporation of component is the responsibrtty of the building designer. Alleir. 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at ` ®moi' Do2'o.c.and at 10'o.c.respectively unless braced throughout their leng(�th by .. `mow• « DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(rC)andlordrywall(eC). al ,'Q" DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ i7L OREGON SEQ. 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. Os S E Q. : 6060797 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, Y 2 L dc design loads be applied to any component and are for'dry condition'of use. r TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If '� � 1 4'i ��`Y fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. R R ti��_ 6.This design Is furnished subject to the Initations set forth by 9.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII III) MTITPI/WrCA In BCSI,copies of e SA InC/COm1puT S lSoftware ch will be 7.6 6(1 L)E nished upon request. th joint center lines. U Fu h s'� j^czle�o�ete design values see ESR-1311,ESR-1988(AMMO) EXPIRES:12/31/2015 IIIIII III This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 24-08-08 FROM 10.00-00 TO 16-00.00 TC: 2x4 WOOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 BC: 2x6 KDDF #1&BTR1- 2=( 0) 80 2.10=(-738) 3566 10- 3=( 0) 202 2- 3=(-5448) 1170 10.11=(-738) 3564 3.11=( -176) 204 WEBS: 2x4 KDDF STAND; LOADING 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 3- 4=(-5194) 1226 11.12=(-706) 3548 11- 4=( -558) 2520 TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 0'- 0.0' TO 22'- 0.0' V 4- 5=(-4102) 1088 12.13=(-666) 3598 4.12=(-2030) 592 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 20.01= 20.0 PLF 0'• 0.0' TO 10'- 0.0' V 6. 7=(-568) 1248 13-14=(-930) 4728 12- 6=(- 5530 2476) BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 283.9)+DL( 213.0)= 496.9 PLF 10'• 0.0' TO 16'• 0.0' V 6- 7=(-5268) 1248 14- 8=(-936) 4756 16. 3=(-2612) 634 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'• 0.0' TO 22'• 0.0' V 7- 8=(-7246) 1588 6-1e(•1556) 434 •612) 2622 7 OVERHANGS: 12,0' 12.0' 8- 9=( 0) 80 13- 7=( Connector plate prefix ADDL: BC CONC LL+DL= 2651.0 LBS @ 8'• 0.0' 7.14=( -530) 2578 C,CN,C18,CN18onnect (or no prefix) =designators:CompuTrus, Inc ADDL: BC CONC LL+DL= 2442.0 LBS @ 18'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) '- REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 0'- 0.0' -955/ 4328V 306/ 306H 5.50' 6.93 KDDF ( 625) ( 2 ) complete trusses required. 22'• 0.0' -1276/ 5702V 0/ OH 5.50' 9.12 KODF ( 625) Join together 2 ply with 3'x.131 DIA GUN BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Desion checked for net(-5 psf) uplift at 24 'oc spacing,] XX 9' oc in 1 row(s) throughout 2x4 top chords, 9' Sc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 1 row(s) throughout 2x4 webs, 8 HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100' 9' oc in 2 row(s) throughout 2x6 websCONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001' @ -1'• 0.0' Allowed = 0.133' MAX LL DEFL = 0.061' @ 14'- 1.7' Allowed = 1.054' 11-00 11.00 MAX TL CREEP DEFL = •0.169' @ 14'• 1.7' Allowed = 1.406' MAX LL DEFL = -0.001' @ 23'• 0,0' Allowed = 0.100' 4-01-12 4-00 2-10-04 2-10-04 4-00 4-01-12 MAX TL CREEP DEFL = -0,001• @ 23'• 0.0' Allowed = 0.133' 12 12 TRUSS PLATING IS NOT SYMMETRICAL. MAX HORIZ. LL DEFL = -0.015' @ 21'• 6.5' M 4X6 ORIENTATION AS SHOWN. MAX HORIZ. TL DEFL = 0.034' @ 21'- 6.5' 12.007 \12.00 4.0" NOTE: Design assumes moisture content does 5 not to exceed 19% at time of manufacture. 01 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 ,M-3x5 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. + LATERALLY BRACE TO ROOF DIAPHRAGM M-3x4 + 2X4 WEB BRACE REQUIRED. M 3x6 Illiiii ILo M•5X10 M of /� 1111 1 = �4=� o o / M-5x10 M-1.5x3 M-6x8 170.25" M-3x5 M-3x8 0 M-7x8(S) y y 2651#@ , y 2442#@ 4-00 3-10-04 3-01-12 3-01-12 3-10-04 4-00 ,, / /, y y 1-00 YP-00 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME : 7-D POLYGON 7-D NH - C4 riOA'1s Scale: 0.1778 �'/0 WARNINGS: GENERALNOTES,unless otherwise noted: 1n 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual P E 11 C.- Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. �' DES. B Y: MJ 3.Additional temporary bracing to Insure stebiRty during construction 2.Design assumes the tap end bottom ass to be laterallybracedttit at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'0.c.respectively unless braced throughout their len th by !//►_ DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywali(C). �s• g 3.2x Impact bridging or lateral bracing required where shown++ l �, 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. •, "_OREGON /,, SEQ. : 6060798 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L/ �� p �W TRANS I D: 408182 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2.0N A, fabdcallon,handing,shipment and Installation of components. necessary. `- 6.This design Is furnished subject to the irritations set forth 7.Design assumes adequate drainage is provided. MFl R{{..� heir center IIII II I HIM II I IMI IIII I Ell IIII MITe USA,lnc./C mpuTr s I/WTCA In SCSI,copies of lSofch hyarell be f 7.6.6(1 L)E�urnished upon lines request. r Ones. 9.10.For Digits Indicate nsize z of pe with lplate 6.Plates shall be located on t IndesInches. cheiueth feces etree ESR-1311,ESRruss,and placed so`1 g88(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 11188TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.5=(-178) 184 3-5=(-266) 256 BC: 2x4 KDDF 0118BTR SPACED 24.0' O.C. 2-3=(-267) 125 3.4=(-121) 85 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'• 0.0' -43/ 479V -121/ 292H 5.50' 0.77 KDDF ( 625) OVERHANGS: 12.0' D.0' LL = 25 PSF Ground Snow (Pg) 7'- 9.5' -81/ 238V 0/ OH 5.50' 0.38 KDDF ( 625) Connector plate prefix designators: 7'. 11.7' -89/ 120V 0/ OH 1.50' 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,1420HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Desion checked for nett-5 psfl uplift at 24 'oc spacino.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 AND BOTTOM CHORD LIVELOADSACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' T MAX TC PANEL LL DEFL lot0:17eXc(leed 6'- 0.8' Allowed = 0,350'• MAX BC PANEL TL DEFL -060 @ 4'- 1,5' Allowed 0,472'/lMAX HORI , LDEL -0.003' @ 7'- 10,9'MAX HORI . TDEL -0,003' @ 7'- 10.9'OTEDeign assumes moisture content does 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, TM 1.5X3 d in thess dplaneed offor thewind trussoads only. v 44 O O C) 0 �� -1 5 MEMMMid M-3x4 M-1.5x3 y - y 1-00 8-00 (PROVIDE FULL BEARING:Jts:2.5.41 ��..s 0 PR 046,, JOB NAME: 7-D POLYGON 7-D NH - J4 Scale: 0.3695 �5 GINS 17/7 '� GENERAL NOTES,unless otherwise noted: 4f rr • �'�/ 2� WARNINGS: cc =9Z.OPE r 1.Builder and erection contractor should be advised of e0 General Notes 1.This design Is based only upon the parameters shown and is for an Individual �/ and Warnings before construction commences. building component.Apptcabinty of design parameters and proper Truss: J 4 2.2x4 compression web bracing must be Instated where shown+. Incorporation of component Is the responsibiity of the building designer. 3.Additional temporary bracingto insure stabii during construction 2.Design assumes the top end bottom chords to be laterally t theiraced at ® ty g 2'o.c.and at 10'o.c.respectively unlss braced throughout their le th by nos.. DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathtng(TC)and/or drywalliC). DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �Cj CC 4.No load should be appied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. ..1L ,�D. SEQ. : 6060799 fasteners are complete and at no time should anyloadsgreaterthan 5.Design asumes busses are to be used Ina non-corrosive environment, .741, 20 _i d and ere for'dry condition'of use. Q 14, T design loads be applied to any component 6.Design assumes fug bearing at et supports shown.Shim or wedge if a�t� TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the neeesa r� t vs fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. R`!�� 6.This design Is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center ll be ished upon I 111111 11 II VIII VIII VIII VIII VIII(III(III MTek USA.lncCA in SI,copies of/CompuT s(ch Software 7n6.6(IL)-E request. 10.l ines b sic con necorize oplate design vallate In ues see ESR-1311,ESR-1958(MITek) EXPIRES:12/31/2015 INILII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF /11&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-6=(.147) 182 3.6=(.262) 212 BC: 2x4 KDDF 1/1&BTR SPACED 24.0. O.C. WEBS: 2x4 KDDF STAND 2.3=(•347) 125 3.4=(-327) 127 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4-5=(-159) 0 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 OVERHANGS: 12.0' 23.7' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL u 25 PSF Ground Snow (Pg) 0'• 0.0' 43/ 449V 140/ 398H 5.50' 0.72 KDDF ( 625) C,CN,C18,CN18 (or no prefix) a CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.5' -58/ 230V 0/ OH 5.50' 0.37 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series7'- 11.7' -327/ 410V 0/ OH 1.50' 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IflC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: DesiOn checked for net(-5 WI uplift at 24 'oc spacin0.j AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL = -0.002' @ •1'- 0.0' Allowed = 0.100' T f MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = •0.039' @ 9'- 11.7' Allowed = 0.197' -' MAX TL CREEP DEFL = •0.047' @ 9'- 11.7' Allowed = 0.263' MAX TC PANEL LL DEFL •0.028' @ 6'- 8.1' Allowed 0.350' MAX BC PANEL TL DEFL = -0.157' @ 4'• 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = •0.007' @ 7'. 10.9' MAX HORIZ. TL DEFL = •0.007' @ 7'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce•resisting 12 system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=24.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .4- ...- load duration factor=1.6, Truss designed for wind loads .4- co in the plane of the truss only. M-3x5 0 y,9 m ot M-3x4 M-1.5x3 J, , y ), 1-00 8-00 1-11-11 (PROVIDE FU B ARIN•'Jts'2 6 41 JOB NAME: 7-D POLYGON 7-D NH - J5 - <,t3' PROp" ss Scale: 0,3043 co• GINS /2 WARNINGS: GENERAL NOTES,unless otherwise noted: .��C,r� v n9nn nt 5/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ^72 s s P E �r Truss: J5 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. B Y: MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unless to be laterelty braced at is the responsively of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively plywood braced throughout their length by `rsr +�^• continuous sheathing such as plywood sheathing(TC)and/or drywail C. /' Q DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until aver all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A-OREGON SEQ. : 6060800 fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, L/ '%q ZONA�A, design loads be applied to any component. and are for''dry condition'of use. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14 „t�, fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the irritations set forth 7.Design assumes adequate drainage is provided. M R R I�\-• I VIII(II II VIII VIII VIII III I(III)(III(IIIby 8.Plates shall located on both(aces of truss,and placed so their center TPINJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E9.10.Forrits basic connectocate size rf platevalues see ESR-1311,ESR-1888(Wok) EXPIRES:12/31/2015 1E111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2.6=(•141) 172 3.6=(-248) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-399) 303 WEBS: 2x4 KDDF STAND 3.4=(•378) 313 LOADING 4-5=(-124) 88 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' •36/ 464V •183/ 440H 5.50' 0.74 KDDF ( 625) Connector plate prefix designators: 7'• 9.5' -81/ 220V 0/ OH 5.50' 0.35 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9' •263/ 334V 0/ OH 1.50' 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7' -93/ 120V 0/ OH 1.50' 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacino.) 11 11-1 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T ' MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' -/ MAX TL CREEP DEFL a •0,003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.021' @ 2'- 0.7' Allowed = 0.343' MAX BC PANEL TL DEFL = -0.158' @ 4'- 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.009' @ 11'- 10.9' MAX HORIZ. TL DEFL = -0.009' @ 11'- 10.9' NOTE: Design assumes moisture content does not to exceed 19+s at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: (All0 mHeights),2Enclosed,4Cat.2, Exp.B,ASCE MWFRS(Dir), 12 00 V load duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. v 0 ct M-3x5 V) 0 11.20 -= 6 O M-3x4 M-1.5x3 ; ). i, y 1-00 8-00 3-11-11 (PROVIDE FULL BEARING:Jts:2.6.4.51 ��R,ED PROFF�� JOB NAME: 7-D POLYGON 7-D NH - J6 Bale: 0.2702 �� G'" �o GENERAL NOTES,unless otherwise noted: �� 2$O I. WARNINGS: -� >92*0PE 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 /s Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /e 3.Additional temporary bracing to Insure stability duringconstruction 2.Design assumes the top end bottom chords to be laterally braced at Po ryy 2'o.c.and at W o.c.respectively unless braced throughout their length by `r�pn. DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaillC). g �Q" DATE: 9/15/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* �` OREGON� �+c/ 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. 1h S E Q. : 6060801 fasteners are complete and at no time should any beds greater than 5.Design assumes Misses are to be used In a nantortosNeenvironment, /O ,1.y 1 4,,20 +. design loads be applied to any component. and are for"dry condition"of use. A TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility fur the 8.no netimea somas full bearing at all supports shown.Shim or wedge If bn fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. fl`-.. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII(III VIII VIII VIII VIII(III)(III(IIII,copies of whch will be furnished upon MTITPe USA,lnaIANTCA In SCompuT S ISoftwaro 7.6.6(1 L)E request. li nes icicof ancide with joint center Ones. Ob connectorplte design valIn ues see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0' TC: 2x4 KDDF 916BTRIBC- 2012 MAX MEMBER 148) 176 43-6o(-253) 213 LOAD DURATION INCREASE C 1.15 2-3=( 0) 80 2-6=(-148) 3.6=(-253) 213 BC: 2x4 KDDF 916BTA SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND 2.3=(•328) 247 3.4=(-308) 256 LOADING 4.5=( -89) 62 TC LATERAL SUPPORT <= 12'0C. 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -38/ 468V -167/ 402H 5.50' 0.75 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = Com uTrus, Inc 7'- 9.5' -81/ 225V 0/ OH 5.50' 0.36 KDDF ( 625) M,M2OHS,M18HS,M16 n MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9' -223/ 287V 0/ OH 1.50' 0.37 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, 11'- 0.0' -64/ 85V 0/ OH 1.50' 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 p511 u 11-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. plift 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 TC PANEL LL DEFL = 0,018' @ 2'- 0.7' Allowed = 0.343' 1 MAX BC PANEL TL DEFL = -0.158' @ 4'- 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.007' @ 10'- 11.2' MAX HORIZ. TL DEFL = -0.007' @ 10'- 11.2' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, C.) Truss designed for wind loads in the plane of the truss only. u; 0 M-3x5 C-) Aill\0 to )+w o _ s c '-'6 M-3x4 M-1.5x3 k J, y y 1-00 8-00 3-00 (PROVIDE FULL BEARING:Jts:2,6.4,5) JOB NAME' 7-D POLYGON 7-D NH - J7 -‹(.. o PROF�ts Scale: 0.2881 �j G/IIq/NE/�/p� c$1j2 WARNINGS: GENERAL NOTES,unless otherwise noted: ('GC) 'linnr 2M n1 ( -f1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 0 P E r Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'c.c,end at 10'o.c.suchrespectively unless braced throughout their length)by `rte, - ��' continuous sheathing such as plywood sheathing(TC)and/or drywall(9C. /' Q', DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ / 4.No load should be appped to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. '3! OREGON `r✓ SEQ. : 6060802 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L• ?I Nb A. design loads be applied to any component. and are for"dry condition"of use. / �Y 2� �� TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if Q 14, !]� febdcaUon,handling,shipment and Installation of components. necessary. MSR R I LA- v 6.This design Is furnished subject to the Irritations set forth 7.Passumes adequate onne drainage Is f provided. VIII(VIII 11111 VIII VIII(III)11111 II III) by 8.Plates shall be located both faces of truss,and placed so their center TPINJrCA In BCSI,copies of which will be furnished upon request. 9.MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E Tines coincide with Joint center ones. 0.For ibasiciconnecorplate design values see ESR-1311,ESR-1888(1.11Tek) EXPIRES:12/31/2015 LIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.6=(-65) 115 6.5=( 0) 23 BC: 2x4 KDDF R1&BTR SPACED 24.0' 0.C. 2.3=(-213) 0 5-7=(-84) 145 5-3=( 0) 71 3-4=( -23) 40 3.7=(-161) 93 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -29/ 380V -61/ 161H 5.50' 0.61 KODF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -148/ 91V 0/ OH 1.50' 0.15 KDDF ( 625) Connector plate prefix designators: 8'• 0.0' 0/ 116V 0/ OH 5.50' 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Desion checked for nett-5 psf) uplift at 24 'oc ssacino.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.007' @ 2'- 9.2' Allowed = 0.170' -1 MAX TL CREEP DEFL = -0.011' @ 2'- 9.2' Allowed = 0.226' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178' /12 MAX BC PANEL TL DEFL = -0.034' @ 5'- 0.2' Allowed = 0.290' MAX HORIZ. LL DEFL = 0.011' @ 7'- 7.6' MAX HORIZ. TL DEFL = 0.014' @ 7'- 7.6' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. o Design conforms to main windforce-resisting of system and components and cladding criteria. o c!') Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. Allilr o ►�7 > "' r M-1.5x3 ouiop G 2-09-04 5-02-12 1-00 2-11 8-00 5-01 'PROVIDE FULL BEARING:sits:2,4.7I _03 PR OFFS JOB NAME: 7-D POLYGON 7-D NH - J8 Scale: 0.5252 \�'<(;(‘ G)NE ,, GENERAL NOTES,unless otherwise noted: � • ��/ir �� WARNINGS: _4t.„..;0 =92••PE < 1.Builder and erection contractor should be advised of en General Notes 1.This design Is booed only upon the parameters shown and Is for en individual - end Warnings before construction commences. building component.Applicability of design parameters and proper / Truss J 8 2.2x4 compression web bradng must be instated where shown+, incorporation of component Is the responsibilty of the building designer. : 3.Additional temporary bracing to Insure stable duringconstruction 2.Design assumes the top and bottom chords to be literally braced at WOW po ry ty 2'o.c.and at 10'o.c.respectively unless braced throughout their to th by ��arr. DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). 0 (r DATE: 9/15/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON S E Q. : 6060803 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. 7 /� fit) •� 40 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /1 design loads be applied to any component. and are for"dry condition'of use. i6 Ay 1 4 2'° \: TRANS I D: 40818 2 5.CompuTms has no control over and assumes no responsibility for the 6' e Design assumes full bearing at all supports shown.Shim or wedge if orb fabrication.handling,shipment and Installation of components. 7.Desi n assumes adequate drainage is provided. '`e R R y 0. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center MEI VIII III 1 III I 1111111111 VIII'III III) TPIANTCA In SCSI,copies of which request. MITe USA,lnC./CompuT s Software 7.6.6(1L)E UFoplate norr basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 . TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-6=(-122) 184 6.5=( 0) 23 BC: 2x4 KOOF 918BTR SPACED 24.0' O.C. 2.3=(•284) 43 5-7=(-157) 234 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3.4=( -87) 73 3-7=(.259) 174 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -26/ 435V •90/ 2240 5.50' 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'. 10.9' -136/ 125V 0/ OH 1.50' 0.20 KDDF ( 625) Connector plate prefix designators: 8'- 0.0' .13/ 155V 0/ OH 5.50' 0.25 KOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICQND, 2, DesiOn checked for net(-5 psfl uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF 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' @ -1'- 0.0' Allowed = 0.100' 5-11-11 MAX TL CREEP DEFL = •0.003' @ •1'. 0.0' Allowed = 0.133' f T MAX LL DEFL = 0.012' @ 2'• 9.2' Allowed = 0.270' -, MAX TL CREEP DEFL = -0.016' @ 2'- 9.2' Allowed = 0.359' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' MAX TL CREEP DEFL = 0.000' @ 0'. 0.0' Allowed = 0.105' id MAX HORIZ. LL DEFL = -0.019' @ 7'- 7.6' MAX HORIZ, TL DEFL = 0.022' @ 7'- 7.6' 12 NOTE: Design assumes moisture content does 12.00 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Co M-4x6 c Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, tO Truss designed for wind loads 4 in the plane of the truss only. AIN co c .7 --, c K M-3x4 o M-1.5x3 0 6 0 M-3x4 M-3x5 2-09-04 5-02-12 L, ), ), ), 1-00 2-11 8-00 5-01 !PROVIDE FULL BEARING:Jts:2,4.71 JOB NAME : 7-D POLYGON 7-D NH - J9 <c�,�0 INF�Fe^ss, Scale: 0.4115 <� !G% :Q,q 0 WARNINGS: GENERAL NOTES,unless otherwise noted: n/15//7' 1.Builder and erection contractor should be advised dad General Notes 1.This design Is based only upon the parameters shown and is for an individual - CC ^9 ,G .P E r Truss: J 9 and Warnings before construction commences. building component.Applicability of design parameters and proper f/ ' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responslbiity of the building designer. 3.Additional temporary bracing to Insure stolidity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.e.respectively unless braced throughout their length by `, 4/ Is the responsibility of the erector.Additional permanent bracing of continuous sheath) such as / '�� lip plywood sheathing(TC)throughout ughoutr drywall C). DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 OREGON 4/' SEQ. : 6060804 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, G� �l,Q ONb A. design loads be applied to any component. and are for"dry condition"of use. Q y 1 4 2 A-4 TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beading et ell supports shown.Shim or wedge If `- fabrication,handling.shipment and installation of components. necessary. provided.e Is 6.This design is furnished subject to the imitations set forth by 8.PlateDesigs shall be locatn assumes ed on both faces of truss,ad placed so their center � R R I�`^ 1111111111111111111111TPIAATCA in SCSI,copies of which x10 be furnished upon request. git coincide with joint ain I lines. 9.Digits indicate size of plate In Inches. MITekUSA,Inc./CompuTrus Software 7.6.6(1L)•E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 4 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KODF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.6=(-216) 270 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.0. 2.3=(-354) 75 5.7=(-277) 344 5.3=( 0) 71 WEBS: 2x4 KDDF STAND 3.4=(-158) 118 3.7=(-380) 306 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -44/ 476V -121/ 292H 5.50' 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 7.6' -51/ 201V 0/ OH 5.50' 0.32 KDDF ( 625) Connector plate prefix designators: 7'- 11.7' -120/ 162V 0/ OH 1.50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: lesion checked for net(-5 psfl uplift at 24 'oc spacino,! BOTTOM CHORD CHECKED FOR 1OPSF 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' @ -1'- 0.0' Allowed = 0.100' 7-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.020' @ 2'- 9.2' Allowed = 0.354' T MAX TL CREEP DEFL = -0.023' @ 2'- 9.2' Allowed = 0.472' 0' MAX HORIZ. LL DEFL = -0.031' @ 7'- 7.6' MAX HORIZ. TL DEFL = 0.032' @ 7'- 7.6' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 1M-3x4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. rn0r-,c .c,0 1' ,1 1, 2-09-04 5-02-12 J. ,1 1, 1' 1-00 2-11 8-00 5-01 !PROVIDE FULL BEARING;Jts:2,7,41 'ei),Ep PRQpen JOB NAME: 7-D POLYGON 7-D NH - J10 Scale: 0.3375 \� ! G!"� %AA__ WARNINGS: GENERAL NOTES,unless otherwise noted: �C `1/15/ vim.: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4. =92.,P E f and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 1 0Incorporation of component is the responsibitty of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabl9ty during construction 2 o.c.and at 10'o.o.respectively unless braced throughout their length by �mr. _ Amor DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON I - 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 AA__ _ `, SEQ. : 6060805 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, L� -if ONS l design loads be applied to any component and are for'dry condltia ri of use. Q 14 9- A� TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If f)T' fabrication,handling,shipment and Installation of components. ne sign assumes p p6 V 6.This design Is furnished subject to the Imitations set forth by 7.Plates shall be located uon both drainage s of ttruss,and placed so their center 444 `� VIII'II II II II III I VIII lIII VIII II I!IIITPINVTCA in SCSI,copies of which will furnished upon request. 9 (ines coincide Digits Indicate size joint plate inrinches. 10. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 • Milli ll IIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.7=(-208) 270 7-6=( 0) 23 BC: 2x4 KDDF #18BTR SPACED 24.0. O.C. WEBS: 2x4 KDDF STAND 2.3=(-354) 75 6-8=(•267) 344 6-3=( 0) 71 3.0(•199) 118 3.8=(-380) 295 LOADING 4.5°) -43) 0 TC LATERAL SUPPORT r_ 12.00. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 6.5' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -44/ 473V •126/ 322H 5.50' 0.76 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7' -172/ 213V Oj OH 1.50' 0.27 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 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 8-06-08 MAX LL DEFL = •0.002' @ -1'- 0.0' Allowed = 0.100' T MAX IL CREEP DEFL = -0.003' @ .1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.019' @ 2'• 9.2' Allowed = 0.354' '7 MAX TL CREEP DEFL = •0.023' @ 2'- 9.2' Allowed = 0.472' MAX LL DEFL = •0.000' @ 8'- 6.5' Allowed = 0.054' MAX TL CREEP DEFL = -0.000' @ 8'• 6.5' Allowed = 0.072' 0 MAX HORIZ. LL DEFL = -0,030' @ 7'- 7.6' MAX HORIZ. TL DEFL = 0.032' @ 7'. 7.6' NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 12.007 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, M Truss designed for wind loads M-4x6 in the plane of the truss only. 4' c" Allii411.1.1=191111=11111.11114. 0 8 o r'a m M-3x4 o M-1.5x3 7 M-3x4 M-3x5 1, J. y 2-09-04 5-02-12 J. 1, J. y 1-00,, 2-11 5-07-08 J. J. 8-00 0-06-08 (PROVIDE FULL BEARING;Jts'2 8 41 JOB NAME : 7-D POLYGON 7-D NH - J11 Scale: 0.3073 �5�(''i\v�INfi�F�7`�'s/o WARNINGS: GENERAL NOTES,unless otherwise noted: 4L� //✓1:! 17 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 -^ rrr�� d P E 1` Truss: J11 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.e.respectively unless braced throughout their length by `r �- DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheet inti(C)and/or drywail(8C). _.„,,e N. Q Po ty g g 3.2x Impact bridging or lateral bracing required where shown++ e 4.Na load should be applied to any component until after all bracing and 4.Installation of esis the to sluse of the respective contractor.. -7 OREGON C(1 SEQ. : 6060806 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-carrosIve environment, G Y 20\� TRANS I D: 408182 design loads be applied to any component and are for'dry condition'of use. / Pi. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, fabrication,handling,shipment and Installation of components. Dnesign ass cessary. MFR R I L�- 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is Provided. Milli lith VIII Ill I VIII Illi lith II I(III by 8.Plates shall be located on both faces of truss,and placed so their center 7PINJTCA in BCSI,copies of which will be famished upon request. Anes coincide with Joint center Anes. MITek USA,Inc/CompuTrus Software 7.8.6(1 L)-E 09.Forrits basicconnecate ctoe rplf ate desiate Ingn values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #188TR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1.3=(0) 0 BC: 2x4 KDDF f)16BTR SPACED 24.0. O.C. WEBS: 2x4 OF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0' -27/ 215V 0/ 27H 5.50' 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50' 0.06 KDDF ( 625) Connector plate prefix designators: 12 4'. 0.0' -36/ 84V 0/ OH 1.50' 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 4.001 • LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: DesiOn checked for net1-5 soft uplift at 24 'oc soacina.) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. MAX LL DEFL = •0.004' @ 0'. 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = •0.003' @ 0'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008' @ 2'- 5.6' Allowed = 0.183' MAX IC PANEL TL DEFL = .0,010' @ 2'- 7.0' Allowed = 0.274' MAX HORIZ. LL DEFL = -0.003' @ 3'• 11.2' MAX HORIZ. TL DEFL = 0.003' @ 3'- 11.2' NOTE: Design assumes moisture content does -, not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All g ),fEnclEnclosed, Cat.2, Exp.B, MWFRS(Dir), in All duration Truss designed for wind loads N 0 in the plane of the truss only. tr),,_ 40. , O.' of co 4>-< 3� M-3x8 M-3x6 WEDGE REQUIRED AT HEEL(S). (PROVIDE FULL BEARING:Jts:4.3.21 y y 3-00 1, y 4-00 JOB NAME: 7-D POLYGON 7-D NH - E2 Scale: 0.9141 �� ti1j51 %2 WARNINGS: GENERAL NOTES,unless otherwise noted: 0 92 5 IP E r 11 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individuet Truss: E 2and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibitty of the building designer. 3.Additional temporary bracing to Insure stabity during construction 2.Design assumes the top and bottom chords to be laterally braced at ` 44I�" 2'o.c.and at 10'a c.respectivey unless braced throughout their le th by / '/s.. DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweii C). a ��" DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON (/ 4.No load should be applied to any component until after all bracing end 4.Installation of buss Is the responsibility of the respective contractor. 7L- IA .. Nt' SEQ. : 6060811 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, 1/t .q), ZQ �, design loads be applied to any component and are for*dry condition'of use. Q 1 4 - TRANS I D: 4081 82 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.shim or wedge If bn ` fabrication,handling,shipment and Installation of components. 7.Design necessary.assumes adequate drainage Is provided. Fifl`tA, 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (VIII Ili VIII VIII VIII VIII 3E (III(III TPBCSI,copies of which will be furnished upon request size MITe USA,ina/CompuTrus Software 7.6.6(1L)E 0lines siacloar Digits basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 NODE M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0' O.C. 2-3=(-68) 51 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0,0' -62/ 302V -32/ 99H 5.50' 0.48 KDDF ( 625) 1'• 9.2' -34/ 29V 0/ OH 5.50' 0.05 KODF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 1'• 11.7' -34/ 46V 0/ OH 1,50' 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND, 2: Design checked for net(-5 csf) uplift at 24 'oc spacin0,1 BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'• 0.0' Allowed = 0.133' 'r "( MAX TC PANEL LL DEFL = -0.002' @ 1'- 2.9' Allowed = 0.147' MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1' Allowed = 0.072' 12 MAX HORIZ, LL DEFL = 0,000' @ 1'- 10.9' 12.00 7 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d load duration factor=l.6, Truss designed for wind loads 4 in the plane of the truss only. cpN O OPI pf ►' 41110- ' y. M-3x4 1. y y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: 7-D POLYGON 7-D NH - SJ1 Scale: 0.6686 ��5-v-. GI KNRF/(7�F�F1ss> WARNINGS: GENERAL NOTES,unless otherwise noted: Ctd I2✓./! ! 2-ss 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual = 2n. OPE f Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsidety of the building designer. DES. BY: MJ 3.Additional temporary bracing to Insure stabisry during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `r��` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/15/2014 the overall stmdure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A CC 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. '� OREGON t SEQ. : 6060812 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, h• hj ,�G A. design loads be applied to any component. and are for"dry condition"of use. / 9.y 2� Al TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 4, t= r fabrication,handling,shipment and Installation of components. 7necessary. p MFR R V�' v 6.This design Is furnished subject to the irritations set forth by 8.Platesshallbe locateassumes donboth facesate drainage of truss,and placed so their center Iupon lin III I 1101 III I 11111111 111 1113(III MTe IANTCA SA,In I,copies of ISoftwarech will be furnished 7.6.6(1 L)E request. 10.For basic connectors coincide with joint plate design values see ESR-1311,ESR-1988(MITek) center lines. 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 NODE #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF 1/18BTR SPACED 24.0' O.C. 2-3=(-109) 94 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -31/ 322V -61/ 16tH 5.50' 0.52 KDOF ( 625) 1'- 9.2' -17/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -85/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL a -0.003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.054' -/ MAX BC PANEL TL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.072' 12 MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9' 12.00 7 0 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, d Truss designed for wind loads c v in the plane of the truss only. 0." 0 of ► 4► M-3x4 J. J. J. 1, 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.4.3) .CEO PR OFess JOB NAME: 7-D POLYGON 7-D NH - SJ2 Scale: 0.5749 �j 1i5119 X-* WARNINGS: GENERAL NOTES,unless otherwise noted: '>g2..PE 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �+ and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: SJ 2 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporarybracingto insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ®.� HY o.e.end at 10'o.c.respectively unless braced throughout their len th by �sr.-. DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfordrywag(BC). DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e y OREGON 4.Na load should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respective contractor. .G f a to SEQ. . 6060813 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �^ 2.0 S A design loads be applied to any component and are for'dry condition'of use. c% T- TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Designassumes fug bearing at all supports shown.Shim or wedge if 14,c4 �f fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. `R r7 �,' 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Illill VIII VIII III i I'll((III VIII(III(IIITPINVTCA in /copies of which will furnished upon request, g (ines coincide Digits indicate sizejoint plate ter In Inches. 10. MITek USA,lnc.nc.lCOmpuTru3 Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1908(WO) EXPIRES:12/31/2015 1111 1111 This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF ql&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF R1&BTA SPACED 24.0' O.C. 1.2=( 0) 80 2.4=(0) 0 2.3=(-167) 136 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -24/ 308V -90/ 224H 5.50' 0.49 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 9.2' -90/ 171V 0/ OH 5.50' 0.27 KODF ( 625) C,CN,CI8,CRIB (or no prefix) = CompuTrus, Inc l g) 5'- 11.7' -128/ 165V 0/ OH 1.50' 0.26 KODF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL •0.003' @ -1'- 0.0' Allowed 0.133' MAX BC PANEL LL DEFL = 0.006' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005' @ 1'- 0.1' Allowed = 0.072' A MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ, TL DEFL = -0.002' @ 5'• 10.9' 12 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, er Truss designed for wind loads in the plane of the truss only. 0 m co o to a o 41...=._-. -f M-3x4 y y y )' 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4.31 JOB NAME : 7-D POLYGON 7-D NH - SJ3 �,ED PROFfi Scale: 0.4550 ��J�lt�yG'NE/[7��Y�°O> WARNINGS: GENERAL NOTES,unless otherwise noted: w v/_/6// / O2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC' =921•P E fir•' Truss: SJ 3 and Warnings before construction commences, building component.Applicability of design parameters and proper y 2.2n4 compression web bracing must be Installed where shown., incorporation of component is the responsibility of the building designer. AillDES. BY: MJ 3.Additional temporary bracing to insure stedity during construction 2.Design assumes the top and bosom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'o.e. as unless braced throughout their length by ��. DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood aired in C and/or d f/m... sheathing(TC) ywanlecl. /- Q 3.be In impact bridging iors thelatere)bracing required the rwhereespective shown a iI 4.Noload should mepeiantoono component should until load all bracing end 4.Dssigna assumes r Isre to beuse i contractor.the on-coetive 'j74. ,r OREGON SEQ. : 6060814 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to e.used In a non-corrosive environment, / !'�� 2aNlk �� TRANS I D: 408182 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q, 14, t lig fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the irritations set forth 78..Designlates shall assumes adequate on both drainageces Is f truss and MFR R V�.•� eir center IN VIII 111 VIII VIII II 11 1111 IN IIII M Te USA,InCS/CompuTfus I,copies of iSoftwafe 7.6.6(1 L)E�ch will be furnished upon Quest 0.Digits mIndicate o calines fe sizer opf plate ith joint n values see ESR-1311,ESRd so�1986(MiTek) EXPIRES:12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-109) 95 1-3=(0) 0 BC: 2x4 KDDF q1&BTA SPACED 24.0' 0.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -27/ 128V -53/ 114H 5.50' 0,21 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' -44/ 83V 0/ OH 5.50' 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 11.7' -89/ 111V 0/ OH 1.50' 0.18 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) ICOND. 2; Desian checked for net(-5 nsf) uplift at 24 'oc spacing,) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=./240, TL=L/180 MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.072' 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0,001' @ 3'- 10.9' 12.00 7 MAX HORIZ. TL DEFL = -0.001' @ 3'- 10,9' NOTE: Design assumes moisture content does '' not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. 4 0 4 01' 0 FI o y. o1 M-3x4 y 1, y 2-00 1-11-11 PROVIDE FULL BEARING:Jts:1.3.21 ��ccD PRQ/z JOB NAME: 7-D POLYGON 7-D NH - SJ4 scale: 0.5816 �5 GING /O 4, 1151 moi, WARNINGS: GENERAL NOTES,unless otherwise noted: -CC •FE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: SJ 4 and Warnings before cron commences. building component.Applicability of design parameters end proper ® 2.2x4 compression web bracing must be Installed where shown+. Incorporationof component is the responsibility tyof the building designer. ®� 3.Additional temporary bracingto Insure stabl6 during construction 2.Design assumes the top and vely s chords to be laterally braced at Po ry ty g 2'c.c.and at 10'o.c.respectively unless braced throughout their length by `r/a! DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 9/15/2014 the ward structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0OREGON b A. TRANS 4.No load should be applied to any component until after a0 bracing and 4.Installation of truss is the responsibility of the respective contractor. , - SEQ. : 6060815 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �L."V,V 1' 1 4 ZQN design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 40818 2 5.CompuTrus has no control over and assumes no responsibility for the 6.eecessassumes fun bearing at all supports shown.Shim or wedge If p 11 �� fabrication,handling,shipment end Installation of components. 7.Design sumes adequate drainage Is provided. '�'M�+l R t.. 6.This design is famished subject to the Imitations set forth by E.Plates shall be located on both faces of truss,and placed so their center ch CA in BCSI,copies of wh ra be furnished upon Ones coindde with joint center Ines. 11311111111111111E1MTITek USA,Inc./CompuTrus(Software 7.6.6(1 L)-E request. 10.FForrDigits basic te coon ectorsizeolate In Inches. plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IiHIII I IIIll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WA/D0F/Cq=1.00 TC: 2X4 KDDF 1/18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 1-2=(-167) 136 1-3=(0) 0 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'. 0.0' -19/ 141V •82/ 177H 5.50' 0.23 KDDF ( 625) Cnnect8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42,0 PSF 1'- 9.2' -130/ 194V 0/ OH 5.50' 0.31 KDDF ( 625) 5'- 11.7' -130/ 166V 0/ OH 1.50' 0.27 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2; Design checked for net(-5 Dsf1 uplift at 24 "ox spacine.I REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.006' @ 1'• 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.006' @ 1'- 0.1' Allowed = 0,072' MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'. 10.9" A NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 12.00 7 Design conforms to main windfarce•resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 ro m of.. to MilliiIIIIII 0/- 0 1� 3.= M-3x4 /, y y 2-00 3-11-11 1PROVIDE FULL BEARING:Jts:1,3,21 JOB NAME : 7-D POLYGON 7-D NH - SJ5 -((•t. PROF�ss Scale: 0.4547 ‹.0-((•t. / 5 ! GtN /�ryp� X02 WARNINGS: GENERAL NOTES,unless otherwise noted: ��/ v)/fff1 /7! -rlr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 0 P E Truss: SJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown.. Incorporation of component Is the responsibility of the building designer. //' DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction -re 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -- - DATE: 9/15/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheething(TC)and/or drywall(BC). / rte'_- n ty 9 3.2x Impact bridging or lateral bracing required where shown.. O CC 4.Na load should be appeed to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. 17 OREGON 4,/ SEQ. : 6060816 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to bee.used in a noncorrosive environment, !� •//f9 y2.0 ON TRANS ID: 408182 design loads be applied to any component. and are for"dry condlUo ri of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes PoI bearing at all supports shown.Shim or wedge If Q '([�, 2 4 fabrication,handling,shipment and installation of components. necessary. s p [� P 8.This design Is furnished subject to the Irritations set forth by 8.Platesnshall be locatassumes ed oo both facesiof truss,and placed so their center n�,"� III II 11 11 VIII II I 1111111111111 01 1111 Murnished upon ITe USA,Inc./CompuTrus SoftwareIANTCA in BCSI,copies of which will be f 7.6.6(1 L)E request. 08..Forrindde with joint center lines. ibOnes a iciconnedoroplatetdesign values see ESR-1311•ESR-1g88(Weir) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1,15 1.2=(-51) 28 1.4=(-35) 32 2.4=(-99) 81 BC: 2x4 KOOF #MMBTR SPACED 24.0' O.C. 2.3=( -7) 3 WEBS: 2x4 OF STAND; LOADING 2x4 KDDF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <_ 12.0C. UON. TOTAL LOAD = 42.0 PSF 4'- 0.0' -18/ 131V 10/8/ 4OH 5.50' 0.21 KDDF 3H 5.50' 0.31 KDDF ( 625625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Desist!) checked for net(-5 psfl uplift at 24 'oc saacina.( M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 1: Heel to plate corner = 5.25' MAX LL DEFL = -0.002' @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002' @ 0'- 0.0' Allowed = 0.133' 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004' @ 2'- 4.0' Allowed = 0.159' T - MAX IC 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 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads P in the plane of the truss only. 811 ,n r; a 0 Lo o_.�I I m o _,...00., 50i=r111 ►114 to M-3x8 M-3x6 M-1.5x3 WEDGE REQUIRED AT HEEL(S) k y 3-00 y y 4-00 ��ckED PROFe6, JOB NAME: 7-D POLYGON 7-D NH - El Scale: 0.6305 �Gj GINS /Q �l li5l - WARNINGS: GENERAL NOTES,unless otherwise noted: 92 / E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Eland Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ele DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.s.and at 1a'c.c.respectively unless braced throughout their lenggth by �.. po ty continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). j,Z DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. 7 /A .2o�1k�� SEQ. : 6060809 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied to any component. and are tor'dry condition'of use. Q r 1:4 P TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ne esse ssums full bearing at all supports shown.Shim or wedge if f fabrication,handing,shipment and installation of components. 7•Design sumes adequate drainage is provided. 'yFR R`.��. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center will be furnished upon IIIIII VIII III I III I 111111111 VIII III(III MTB USA,Inc./CompuTrus(Software 7.6.6(1 L)E request. late in inches. 1lines coincide with joint center Ines. 0.FForrits b sic connector ple size of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 llllliilllllll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-184) 137 BC: 2x4 KDDF @16BTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x4 KDDF STAND TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( 0) 0 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -75/ 383V -23/ 72H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -28/ 243V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4.00 c:=- MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.066" @ 2'- 10.6" Allowed = 0,463" MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" M-1.5x3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 11 Design conforms to main windforce-resisting 11 system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. N u) t 'I . t o �� -1 M-3x4 M-1.5x3 l 3' b 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z2 Scale: 0.7109 �i�, ) PROpe WARNINGS: GENERAL NOTES,unless otherwise noted: C---‘;CC. t�tt 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual J I ,+ tJ� Truss: Z 2 and Warnings before construction commences. building component.Applicability of design parameters and proper C. (GN � � QA 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. /! -� DES. B Y MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional pemtanent bracing of 2'nth.and at 1ah .suchrespectively s dss braced(TC)throughout/o dr wal(B by >971:112 P E f continuoussheathingngr suchasplywoodbruiied where zodrywall(BC). DATE: 1/26/2015 the overall structure is the responsibilitynyomp of the building ebracing 3.In Impact bridging is lateral bracing required the where t shown t a SEQ. : 616 8 2 5 6 4.No loadene should be applied to any component until alter all bracing antl 4.Designlor truss Is the are responsibility of the respect)si contractor. fasteners are complete and at no time should any loads greater than 5. assumes trusses are to be used In a non-eonosive environment, 46 TRANS I D: 416187 design loads be applied to any component and are for"dry condition"of use, r j��. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. Dnesign assumes, s p 7 A OREGON �Q 6.This design Is famished subject to the limitations set forth by 8.Design nshall be located on both facese ln truss,and placed so their center '41 TPVwTCA in SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. /O 14, 4 10� �'` +�II VIII I I IIII VIII I III VIII II I IIII M)Tek USA,Inc./CompuTrvs Software 7.6.6(1 L)-E 10.Forlbasic connector plate design values see ESR-1311,ESR-1968(Mtrek) llFRR►t.�0P EXPIRES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1OBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-186) 142 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-77) 64 WEBS: 2x4 KDDF STAND 3-4=(-10) 4 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 382V -23/ 74H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) 14-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.051" @ 2'- 10.6" Allowed = 0.309" 5-09-09 0-05-12 MAX TC PANEL TL DEFL = -0.064" @ 2'- 10.6" Allowed = 0.463" 1 1 1 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" 4.0017 MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" NOTE: Design assumes moisture content does not to exceed 191 at time of manufacture. M-1.5x34 conforms to main windforce-resisting 9 -/ system and components and cladding criteria. 31111.11 Wind: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. rn 0 N N ,-1 I en or 1 ►�5 -s o M-3x4 M-1.5x3 1 1 J. 5-04-04 0-05-12 J. J. 1 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z1 Scale: 0.5821 �Q` D PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: ,C,3 ,w1 1� .0 n 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an individual w` ! 1/26 r is),5,9 UIQ Truss: Z1 and Warnings before construction commences. building component.Applicability of design parameters and proper l. GGGrJIII b'' ,7 2-rt 2.2x4 compression web bracing must be installed where shown*. Incorporation of component is the responsibility of the building designer. r� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 192/OPE f DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c,and at 10'0.0 respectively unless braced throughout their length by p kY continuous sheathing such as plywood sheathtng(TC)and/or dryw•all(BC). .. DATE: 1/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 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. .s��r.. .. SEQ. : 6168257 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and for"dry condition"of use. TRANS I D: 41618 7 5.CampuTrua has no control over and assumes no responsibility for the 6 Design eee are assumes full bearing at all supports shown.Shim or wedge if 4`� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �L A_OREGONNtA Ass 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /O Xi k 6Q I TPINUTCA in SCSI,copies of which will be �i�' P11(IIII VIII(IIIIIIIII IIIIrequest Mask SA,lnc.ICompuT 3 Software 76.6(1L}E r 9IcoecooFFu basicn connector plate design values see ESR-1311.ESR-1988(MRek) RRIL ts in EXPIRES:1 2/31/2015