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Plans (48) M1 � (4 S7 fCe 2C -(? 4' ®® 13! SA) 4)?/r CM t mi MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 0\0 PR pFFs �g' �\AGINEF� %2 89782PE_ 9 9,L OREGON oN� 99 �IRV 16 `L�Q. PA U L RAJ: e . August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. A Job Truss Truss Type fly Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3lCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC71bEC3UCrS8yFT1vAVLj56C8ygBiS 1 1-0-0 1 P-5-611 1-7-0 1 i-1.7--i Scale=1:25.0 1.5x3 II 1.5x3 ll 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9;) 22 . ir -/W Mr. ‘11 <1 &I tr 2.a. 23 22 21 20 19 18 17 1• 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= 7-0-14 17-7-14 18-2-14 I 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 18:0-1-8 Fdael.119'1V-I Fdael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress lncr NO WB 0.39 Horz(fL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F.096E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1671/0,34=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). p1.1) PROre LOAD CASE(S) Standard �< 61,91)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 • 1. . �N I�E�R �� Uniform Loads(plf) ,S? "37Vert:16-24=8,1-15=-80 • 897$2PE 1' Concentrated Loads(Ib) - - _. Vert:2=-674(F) Nal '4V OREGON ooh 21,9,9 V4Ry 16,,��Q' kpAUL ck EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MIF7473 rev.021162015 BEFORE USE Design valid for use only with MEek connectors.This design b based only upon parameters shown,and'a for an individual budding component. �, Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the iUliTek• erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control.storage.derraery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lana Safety Information available from Truss Plate Institute.781 N.Lee Skeet.Suite 312,Alexandria.VA 22314. Suite 109 revs HnigM5,rA awn I Job Truss Truss Type OH Ply POLYGON D PL75-284_UPPER F02 (Floor 13 1 IJOb Re(ereR45124649 Pacific Lumber&Truss Co., Beaverton,Oregon f ce(Optional) I0:DFkz9p3tCrPAGZn5 VberKOtyJvg8XbOeZzFYuCATEPM 39411 0OZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 I 7$0 I Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1 2 34x4= 4 1.5x3 II 3x4= 1.5x3 II a 5 6 7 _Li/1 - g a _ N O 4 O X t C 1 13 12 11 0 3x4= 1.5x3 II 1.5x3 II 4x6= 10 9 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 I 13-8-4 1-1-12 0-7-0 0-7-0 Plate Offsets(X.Y)— 12;0-1-8.Edge).I3:0-1-8.EQge) 11-443 1 1 LOADING(psf) SPACING- 1-7-3 CSI. TCLL 40.0 Plates Increase 1.00DEFL. in 1loc) (/ 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00 TC 0.55 Vert(LL) -0.11 11-120 >999 MT20 220/195 BCLL 0.0 BC 0.66 Hort(TL) -0.190 10 11 >847/a 360 Rep Stress Incl YES WB 0.50 Horz(TL) 0.03 9 n/0- n/0- BCDL 5.0 Code IBC2012/TP12007 (Matrix) i Weight:62 lb FT=0%F,0%ELUMBER- TOP CHORD 2x4 DF No.i&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD endStructural 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. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=819/0,3-4=1502/0,4-5=1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=382/0,2-14=-1170/0,7-9=1316/0,7-10=0/704,5-11=-471/0,4-11=345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '\`' 0 PROFFs k�< ENGIN- sj0 -37 ` 8.782PE 74,OREGON o)h id �'9RY 1b '7, <Z'_•,(<, � PAUL 'P.' EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M/14473 rev.02/16/2015 BEFORE USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design parameters and proper incorporation of component a resI, is for lateral support of individual web members only.Additional tem responsibility ins of stability designer construction o-nut trussndesigner.Bracing shown erector.Additional permanent bracingresPoral bracing to insure it g des gner.For cum general guidance te re regarding of the fabrication,qualify control storage, elivery,erection and bracing.consult e sb,ANSI/IPil Qualof the ity Crtleita,DSB-89 and BSI Building ComponentdiMiTek" Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. 7777 Greenback Lane Suite 109 Cn,,,c Hai0hts CA swig (l1145124650 tiPoLb15-264_UPPER Truss Truss Type 2 ty Ply 1 POLYGON IF03 Floor JOb Refererxx:(OptlOnal) 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Au o 13:53 55 20151 aDG3ygBiQ Pac fic Lumber s Truss co., Beaverton,Oregon r� ID:DFkz9p3iCrPAGZnVberKOtyJv 12014 xAbZWyUc51VVHG 9-&0 1 1}5-101 1 1-7-0 1 1 0.8-14 1 I Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 8 e 1.5x3 I I 1.5x3 II 3x4 3 4 5 3x4= 6 7 2 1 Pi a f/ SW _ P2:111 — o i : N .1 14 13 12 11 10 3x6=1.5x3 I I 1.5x3 I I 3x6= 3x4= 3x4= 6-5-2 7-0-2 13-1-8 I 5.1a� 5-10-2 10.7-0 10-7-0 I 6-1-6 I Plate Offsets(X Y1-- 14:)-1-8.Edae1.15:0-1-8.Edael PLATES GRIP SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATT20 GRIP LOADING(psf)40.0 TC 0.20 Vert(LL) -0.08 11 >999 480 TCLL 40.0 PlatesumbIncrease 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 TCDL 10.0 Lumber Increase Y1.ES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCLL 0.0 Rep Stress IncrO12 YES 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 adirectly 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. ) 1 2-3=1740 0,3-4=-1740/0,4-5=1761 0.5-6=-1739/0,16-7 ess except W 1739 Dhen own. TOP CHORD BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761.9-10=0/1163 WEBS 2-1451256/0,2-13=0/622,4-13=268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. I. PR pt ... . �5. �NGINE ,9 0 14.., 2-7 cc'. 89782PE c' - OREGON ,z),. Q EXPIRES: 12/31/2016 August 7,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. MI Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual bufding component. Appfcabifity of design parameters and proper incorporation of component asr responsibility tty of buil N duringing designerconstruction-nt truss is thr designer.Bracing Nshf then M�TeK• is for lateral support of individual web members only.Additional temporary erector.Additional permanent bracing of the overall structure is theconsult responsibility of the budding designer.For general guidance regarding Suite Greenback Salefyalniformallon available from Truss delivery, Institute.781 N.Leel Street,Suite 312.Alexandria.lVA 22314a,OSB$9 and BCSI Building Component un Hights,A nsrsn Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pariric Lumbers Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U WJOxZ8jokyffsSGMIm6rT v91TEGty1hJmpVygBiP I 2-6-0 I I 1-8-6 1 1 1-2-0 1 10-8-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 e e Y • _ e e o ' • \ : N a v v e 1A. 13 12 11 10 �� 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 354= 1 7-0-14 17-7-14 18-2-14 1 14-4-4 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets Q(.Y)— [4:0-1-8.Edgej.15:0-1-8.Edgg) • LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/dell 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 lncr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=01760,5-10=-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. ��Ep PROre, �5 GINE -,.„. /o • L 9782PE97� 9 OREGON >;� 21✓ rLO. T- 99-tPAUL *C"\4 EXPIRES: 12/31/2016 August 7,2015 e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 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 on individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Far general guidance regarding MiTek' fabrication,quality control storage.delivery.erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Sheet.Suite 312.Alexandria,VA 22314. Suite 109 Cance Hainhte,CA 55110 V Job Truss Truss Type Oty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi rek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U WJOxZBjokyffsSGMIm6FT 19JyEJXy1hJmpVygBiP I 2-010 I I 1-7-0 I I 0-8-14 I I 2-6-0 j Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 • • — 0000000000001_ i — 0 N • e O 1 10 9 8 3 .. 1.5x3 II 1.5x3 II 3x6— 3 3x4= x4= I 2-3-10 12-10-10 13.5-10 I 9.7.0 I 7-010 07-0 07-1) 6-1.6 Plate Offsets(X.Y)— 12:0-1-8.Edoe1.13:0-1-8.Edae) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) 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 Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.CompJMax.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. . ��E© PROFF� R 0- ° 89782PE im/ • Bill C y ..0 REGON o .XS) 4Ry A5 J ,QQ ' PAUL 0 .. EXPIRES: 12/31/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �, Applicability of design parameters and proper incorporation of component is responsbiity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the bung designer.Far general guidance regarding fabrication,quality controL storage,delivery,erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 r:On,c H"iohfs,CA CSn10 • y Job Truss Truss Type Qty Ply POLYGON -- - PL15-264_UPPER F06 Floor 845124653 11 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOlyJvg6-yA4hbHamUSspGpReg3G?e203vZY2hM5FL3JLyygBiO 1 216-0 I 2-1-12 11 1-2-0 11 0.9-8 1 2-3-0 1 1 1-2-0 11 140 1 160 i Scale=1:27.8 • 1.5x3 II 355= 1.553 II 1.5x3 II 3x4= 1.553 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 6 a 9 10 • ` e e 00000000000 — 0 �e l'-‘11 f� e e e r e e v! 'I' 16 15 14 13 12 11 354= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4 = 1 4-10-12 sstz,6.1112 12-10-12 I I I 1 s� �z.7.0 I 15-11-12-1.0 4-10-12 o-7o azo o-70 0-7-0 a10 Plate Offsets WO— D:0-1-8.EdgeJ [12.0-1-8 Edge].[15:0-1-8 Edge].[16:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deo 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. cRE0 PR6FF �� NGINE�9 `r�o 89782PE 2f 92 OREGON ooh r- aw 9�k'°AUL RJ�Q�- EXPIRES: 12/31/2016 4 August 7,2015 r EMMA ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE fall-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown.and is for an individual building component. N Applicabidy 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 stabiGy during construction is the responsibillity of the _ erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding MlTek. fabrication,qualify control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Cr tela,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute.78t N.Lee Street.Suite 312.Alexandria.VA 22314. 7777 Greenback Lane Suite 109 name Haightr r:A mesa Job Truss Truss Type Qty Ply POLYGON R45124654 PL1 5264 UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3lCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guz0g0nnEBGYKrz?RiDBEU?ottOyciBiN i 1-9-14 I I 1-2-0 I I 0-8-14 I I 2.6--0 Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 3x4= 2 3 4 5 6 ♦ • e w S c, N / 11 10 9 8 A 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4= 2-0-14 1 2-7-14I 3-2-14 I 9-4-4 I 2-614 6701 6741 6-1.6 Plate Offsets(X.Y1— 12.0.1-B.Fdael.13:0-1-8.Fdae1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a Weight:43 lb 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 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0.4-5=-940/0 BOT CHORD 10.11=0/702,0.10=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. �,A\V) PROFF / 4tN4\ 89782PE 1` -y .•.REGON o Q k pA UL0J EXPIRES:12/31/2016 August 7,2015 a A WARNING-Vestry design parameters and READ NOTES ON THIS AND INCLUDED MITEB REFERANCE PAGE MII-7473 rev.02/15x2015 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 Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M-lek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage.delivery.erection and bracing,consult ANSI/TPI1 Quarily Criteria.008.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 Citrus Heighrsf.A 95910 • Job Truss Truss Type -Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton.Oregon ID:DFIcz9p3tCrPAGZn7brZOJfyJ1v1g f3014 MTSOkzc0Xs,Ibc.xFUriJATTSM7GN :R2015jPa�Pg1 gBiM I 1-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 23-0 I I 2-3-0 1 1 1-2-0 1 1 0-8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 _ ,44444444400,44444044 _ -7 uiiiiiiiiiiiiitiiii% _ 000.000000.00 , - f. /14444114141411\4444 ..,vl la' OV O O O 16 15 14 13 12 n 3x4 = 3x4= 3x4 = 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-12 is-o-121 11-8-12 12-3-121 1 16-4-4 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.Y)— j7:0-1-8.EdaeL[12:0-1-8 Edge] [15:0-1-8 Edge].[16:0-1-8 Edge.) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No-1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=-2435/0,4-5=-2435/0,5-6=2821/0,6-7=-2821/0,7-8=2063/0,8-9=-2063/0 BOT CHORD 16.17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,415=0/287,8-12=-559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=276/0,5-15=-526/0, 9-11=1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4-, PROFFo n <4.. .<0,. 0NGINEF"1 /�2 89782PE 7"� , i -7 •REGON tiG 2a' Q �9R PAUL R%J.41Fiy A6, � EXPIRES: 12/31/2016 August 7,2015 _ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MB-id73 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 biiindividual buldang component. �- Applicability of design parameters and proper incorporation of component is responsty of building designer-not truss designer.Bracing shown is for lateral support of individual web membersonly.Additional temporary bracing to insure stability during construction is the resporuibillity of thei1�iTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Qua1By Crtteda,058-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Suite 109 r8n,c Nnighfs,r 9581n • Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Padres Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKotyJv9B MIlgEJcfn0EO7HADVCglGheXZnbxA2zXyJHyHygBiL I 2-6-0 1 2-1-12 11 1-9-0 110-9-8 1 2-3-0 I I 2-3-0 I I 1-2-0 I Q-6-17I Scale=1:28.2 4x4----- 1.5x3 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 10 e C N e s ° a° • 1 16 15 14 13 12 e. 354 = 3x4= 354= 3x8= 1.5x3 II 4x4 = 304 = 12-10-12 I 4-10-12 15-5-12 F-0.12 1 11-8-12 12-3-121 I 16-2-8 I 4-10-12 0-7-0 0-7-0 5-8-0 0.7-0 0-7-0 3-3-12 Plate Offsets(X.Y1— j7:0-1-8 Edge].(12:0-1-6.Edae].[15:0-1-8 Edge].116:0-1-8 Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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'nor YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. k.�Ep PR Ore 1 Ng . G NE R• /0. . 8•782PE `y OREGON ,, 9k PAUL R\J . EXPI RES: 12/31/2016 August 7,2015 4 r A.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.02/162015 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek' erector.Additional permanent bracing of the overall structure is the responsbBty of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/fIll Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Suite 109 runs w"ighrn CA osatn Symbols Numbering System General PLATE LOCATION AND ORIENTATION Safety Notes 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. W� I I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. U� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 1 n iiiiIC1-2 0'/16 C2-32. Truss bracing must be designed by an engineer.For 4 wide truss spacing,Individual lateral braces themselves Iiiiri, may require bracing,or alternative Tor I _ p bracing should be considered. O �IMIAllopy U O= 3. Never exceed the design loading shown and never a0 U stack materials on inadequately braced trusses. For 4 x 2 orientation,locate C7-8 C6-7 C5-6Q 4. Provide copies of this truss design to the building �- designer,erection supervisor,property owner and plates 0 nd'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates embed each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locnations are t and regula ed by ANSKnots I/Twane I 1 e at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available In MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 10.Camber is anon-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and ♦ In all respects,equal to or better than that i� Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on deli n if indicated. g 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 1111\111A Indicates location where bearings (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved 16 Do appapprovalot of anlengineemember or plate without prior AIIIIIIIIIIr reaction section indicates joint cut or - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN 1111111 49 18.Use of green or treated lumber may pose unacceptable I. environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: National Design Specification for Metal NI19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictured before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, iT Guide to Good Practice for Handling, M ke 20.Design assumes manufacture In accordance with • Installing&Bracing of Metal Plate ANSI/TPI i Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 Re: 7-A GE AT GARAGE NH-KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1345829 thru K1345848 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RED PROP �NGINFF /0 89782PE r OREGON 40 - tiL 20 9R 4RY -15•\ c`Q' /1'A U L R � 16 August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 619BTRLOAD DURATION INCREASE= 1.15 Design conforms to main windfoxce-resisting BC: 2x4 KDDF PlaBTR • SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=24.1ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)401( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD= 10.0 PSF load duration factor=1.6, TOTAL LOAD = 42.0 PSF Truss designed fox wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-03-04 8-03-04 T 1 T 12 IIM-4x4 12 3 14.007 'J 14.00 !IN 0 A 111111111111111111111111L. o o o M-3x4 M-3x4 - n D CI ps y y �� 0NGI N EFR LY/0. 1-00y 16-06-08 1-00 <14� /9 :9782PE r` JOB NAME : POLYGON NW PLAN 7-A NH - Al --_ey-''• Scale: 0.2641 ".. / WARNINGS: GENERALNOlES, unless otherwise noted: ,0��1 _ 1.Budder end eradlenanlnda Nadd be advised of al General Notes 1.lndsdeg lQnmIs based W Applicability upon the ,daametesign nshov,and and Is proper Individual ^-//� affil O ryO��, Truss: Al 2aWamugsWroncondng51commences. buildincorporation ofampanentlateresponsmeyofthe buldingdesigner. ,A' •gL7V �G: V /, zaaampnabnweeMeagmeethemanaawhenahewn.. 2.Dodgn.eum•e the top end bonomchordstobeltenhbraced at 7 'lsl f J .�V 3.Mdlnanol temporary bracing I.Insure stability during construction 7 a.a and.t l0 me.respectively unless Mead throughout their length by /y Q lame naponsbliny of the erector.Additional permanent lysing of continuous slugging such as pt)woad awathmg(TC)ander drywel(BC). �9 /"•n. U�, ``\' DATE: 8/10/2015 the ov.nl structure la the n.eponwnty of the building designer. 3.G imps bridging or latent baring required where shown•• S E Ki3 4 5 8 2 9 4.Na load should be applied to any component trate alter all bracing and 4.nDdalatienasaof Ouse lmes aths r sponalbl!ty 0f tthaan to be used In•� �e o sive n.dor. Q•: fasteners era complete and at a Ilea should any bads greater than and for•dry oondman of use. TRANS ID: LINK design leads bensiled to any component. 8.Design names full bearing atalsupports shown.Shim arvndgeIf EXPIRES: iZ/81/2018 5.Comperes Mace control over and tisanes no raaponstblllly forth. mciemry. fabrication,handing.shipment and Installation of components. 7.Designassumes adequate drainage Is prodded. August 10,2015 6.This design I.IUMehed subject to Or.limefaces set forth by 8.Plates al be located on both fas ofwss,and placed so their center 7PWIrCA In SCSI.copies of which will be furnished upon request. Ines coincide with Joint center lima O.Dells malate sire of Net.In Inches. MITek USA(nt.(CompuTrus Software 7.6.6(1L)-E 10.For bade connector plate design value.see ESR-1311,EON-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC r LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF (Il&BTR LOAD DURATION INCREASE = 1.15 1- 2") 0) 86 2- 8-(-84) 985 3- 8-(-270) 278 BC: 2x4 KDDF H16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-704) 207 8- 6=(-70) 383 8- 4-(-269) 530 3- 4a(-546) 278 8- 5=(-270) 278 LOADING 4- 5=(-546) 278 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-704) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD a 10.0 PSF 6- 7-) 0) 86 OVERHANGS: 12.0" 12.0" TOTAL LOAD= 42.0 PSF LL a 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -149/ 809V -292/ 292H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IrONO D...�,�.,...et.. ---+-a�--..,,fJ_„ 1.-:-:,- .- .msYea:,...:lg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 8-03-04 8-03-04 4-03MAX LL DEFL . 4-00-04 4-00-04 4-03 f MAXLL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.002" @ 17'- 0.0" Allowed = 0.130" ,f0.002" @ 17'- 6,5" Allowed 0.100" T f f MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.019" 0 10'- 0.2" Allowed - 0.387" 12 12 M-9x6AX BC PANEL TL DEFL - -0.047" @ 3'- 9.1" Allowed - 0.498" 14.0017 .Sc]14.00 4 4.0" MAX HORIZ. LL DEFL a 0.006" @ 16'- 1,0" MAX HORIZ. TL DEFL . 0.009" @ 16'- 1.0" �� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-24.1ft, 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. M-1.5x3 :4-1.5x3 J 0 o 0 Io r 8- O o M-3x8 M-3x9 M-3x4 i J' y 8-03-04 8-03-04 ; ,EO PROFF , 1-00y 16-06-08 1-00 C5 �•.1GINF19 xo..0., ct 89782PE 9r JOB NAME : POLYGON NW PLAN 7-A NH - A2 _____0-":7„7„,:= ==7--- Scale: 0.2614 •----- WARNINGS: GENERAL NOTES, uNees otherwise noted: c _ Truss: A2 1.Balder and eredlonoenu.dor should be misdeed old General Notes 1.Thee design Is based only upon the parameters shown and Is for an Indlgdual 'VA OREGON '• and Wamkge before cangrucWn commences. building componenl.App9eab811y ofdaalgn parameters and proper d(/ ,, .1r 2 7x4 cemPrcwbn web ening must be Metalled where shots•. Deorporglon a component an Is Ne responsibility to a Iste building edatdesigner. �� A �(}�` 3,Addtttanq temporary bruins la Insure stability during condruclNn 2 Mgon assumes the lop end bosom drone to W Nbnily braced at 1 - `. Is Na respondbllily of me @redo,Additional permanem bredlq of T Dewe and et ee a.e.rush p5 000d braced throughout end their length by DATE: 8/10/2015the ower.l•hudw.Iem.r@aponwRyonn.birlargaaggner. e.mm"ou.•n@•udng.vet..apyw,oaeneetning(*c>ararordryw.e(Bc). pquLf1� . 3.2e Impel bridging or lateral bracing required where grown•• S SEQ.: K1345830 4.No load shouMWapplied tortrycomponent untlafter albradrgand 4.InstaaetionofWssIsthe responsibiltyofthereapectNecontractor. • 1.10,,ss era complete and at no time should any loads greater than 5.Design assumes Innes are to be used In•nen<vnoslve environment, TRANS ID: LINK design loads be applied to any component. and ars for'drycondleon-Muse. 5.CampuTnnhesnocontrol over and assumes noresponalblttyfor the °'Sesig^a.>use,Mlbearing.l.lsuppoM1svawn.5hlm.rw.dg.df EXPIRES: 12/31/2016 tebdea0on,handling,siepment end installation of components. necessary, 7,Designassumes c ed n drainage to provided. August 10,2015 8. 0,2015e.Thhdasign is furnished subject to mellm9glom set forth by °.Plates shag be located on bath faces ofWaa,and placed wtheir center TPVWFCA In 0151.copies of w5kh vAll be furnished upon request. Ines codndde wtth(01,1 canter lines. MRek USA,Inc./CompuTrus Software 7.6.6(7,}E10. Dlgll•Indlcate elm of plate In Inches. 10.For bade connector plate design values see 859.1311,E5R-1995(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 ROOF #1iBTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2-(-6136) 1370 1- 6=(-864) 3722 2- 6-7 -630) 2990 2- 3-(-4064) 1042 6- 7-(-868) 3740 2- 7-(-1886) 570 BC: 2x6 KDDF STANDR WEBS: 2x4 ROOF STAND; LOGrIuG 3- 4=(-4064) 1042 7- 8-(-778) 3740 7- 3=(-1494) 5772 2x4 DF STAND A; LL - 25 PSF Ground Snow (Pg) 4- 5=(-6136) 1370 8- 5-(-774) 3722 7- 4-(-1886) 570 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" To 16'- 6.5" V 8- 4-7 -630) 2990 BC UNIF LL( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 16'- 6.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <- 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SSZE SQ.I N. (SPECIES ) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625) 16'- 6.5" -1450/ 6448V 0/ OH 5.50" 10.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP -zr ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: �/�/ 9" oc in 2 row(s) throughout 2x6 top chords, �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. /X\/X` 7" oc in 2 rows) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL - -0.039" 9 4'- 5.2" Allowed - 0.781" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL - -0.079" 0 4'- 5.2" Allowed - 1,042" MAX HORIZ. LL DEFL - 0.014" 0 16'- 1.0" 8-03-04 8-03-04 MAX HORIZ. TL DEFL- 0.024" 9 16'- 1.0" 4-06-15 3-08-05 3-08-05 4-06-15 Design conforms to main windforce-resisting 1 1' system and components and cladding criteria. 12 12 M-4x10 Wind: 140 mph, h-24.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 14.00 V N14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 34.0" Truss designed uration f designedforo6 wind loads , in the plane of the truss only. 1111.11 , M-3x6 M-3x6 o,-I 1i:AlikMk o N UIIr III�.i��®=MinlIY-I. 1p 71 7 B 0 1 M-5x10 M-3x8 ` •0 M-7x10 M-3x8 M-5x10 0 1, l 1, 1, J, stip PR OFFS 4-05-03 3-10-01 3-10-01 4-05-03 GIN E ,0 y l ��5 4N F9 . .* 16-06-08 4e.i8 782PE 9r JOB NAME : POLYGON NW PLAN 7-A NH - A3 % Sale: D.2332 U �' _ WARNINGS: GENERAL NOTES, udeas ocwrnlse noted: V h. 1.Bolder and erection contractor should be advised of ailGeneral Notes 1.This design Is based only upon the parameters sham and is for an individual . OREGON Truss: A3 and Warnings before condNctioncommences. buidingcomponent.Applicabillryofdesign parameters and proper ti ' t,"J)*. Q 2. 4compnwonweba.dnpmu.tbelnaaneeehar.dwvm.. Incorpontbnofcomponemisthe respondbntyofthe buidingdesigner. 9 c,4 G,. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom words tea atony on<w al RY 1 . ,; lame respondblmy of the ender.Additional permanent bndng of 2 ex.end lO Nn such es Atwood s Mead lived/haul San 1 r d,y o l)BC. A U L ` 2 ex.end t 10...respectively aft Atwood aheammg(<e:)and/or air len th b P C; DATE: 8/10/2015 the overall amebae Is the respensimly of the buldng dalgner. 3.a impact bridging or lateral bradng revered were stow,0 o SE K1345831 4.No load should be applied toanywmponerduallifter albrsdngend 4.�ylst�nnofruesl�aue essponsibBbe�ye�anred/advs. .lswmr.nent Q• fasteners are complete and at no Unto should any bads greater then Desand ign eaor umy wndmonerc to b. TRANS ID LINK dedpnb.dahaapPBaato.rywmpoam s.Design assumesrdlbeamgatalsupportsshowr.Shimorwedgei 5.CompuTrahes noconlmlover and sswmssnoresponsiNNyfor te naa,,,ry. EXPIRES: 12/31/2016. hbdatlon,handling,shipment and Ndellalbn of components. 7.Design essumas adequate drainage is provided. August 10,2015 B.This design is fu fished subject to the limitations eel forth by S.Pales shall bo bated on both teas of truss.and pacedsa a their nter 7P1/WTCA In BCS),copies of Mich will be furnished upon request. Ines wine de with joint center fines 9.Digits indkale daft of pate In Inch... MITek USA Ina/CompuTrus Software 7.6.6(1L}E 10.For bads connector piste design values see 959.1311,858.1888(MrfeN) • This design prepared from computer input by PACIFIC LUMBER-BC J LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" ICONS. 2: Design checked for net(-5 pef) uplift at 24 "on spaeillq. TC: 2x4 KDDF 014HTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)♦DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=21.3ft, os ed, .2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor forwin 6, Truss designed for win6, loads LL 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 004. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 1-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-06 3-06 4 4 4 12 12 14.00 7 I I M-2x9 'Cq 2 14.00 Ah 0 trt to o M-3x4 o M-3x4 y y 7-00 ,q,\Eo PROfiFs 5SNGINEc /� I? C2 2 89782PE 9r- JOB NAME : POLYGON NW PLAN 7-A NH - B1 ` Scale: 0.5570 -....v/ WARNINGS: GENERAL NOTES, urass othen.s•noted: _/ Truss: B1 1.Balder and eredbncontndorsbnddbeadvised ofall General Notes I.This d•donisbased Dotyupon the parameters shown and la -fon OREGON ', end Warnings before construction commences, buldhg component.Applicability of design parameters and proper Q. •2.2•4 compression web bndng mud be installed where thrown., Incorpenibn of component is me rospomfollry erne bidding designer. O.AddeloNi temporary bradng to Insure daddy during con0Welbn 2 S n.e and 15 me lap and bottom Morns to W laterally braced at �. py �. Isms responsibility of the ender.Addmonal pnnnenent bradnR of 7 o.a at 50 o.C.ntprdlwty untie brood throughout mala length by �/� �.4 15 DATE: 6/10/2015 the ovenAaWdure la the rospenWlny of the balding designer. continuous sheathing such as plywood sheambg(TC)and/or drywall(BC). '1 /1 Qvssi SEQ.: d.Naload dada M. any Component g 3.2a Impact bldplrg or latent bratlnp required Mum he onnl. A U L `` K1345832 el.and . Dom nentuMyload.gbradn and 4.Design Doom sIsthenapo sanity In.nonpedNecontractor. fasteners are complete and et no lima should any beds greater than 5.Design assumes busses are to W used In a nontiorrodre environment, TRANS ID: LINK dodo beds be applied to any component. and ere lordly condition.of use. 5,CompuTrus Ma no control over end assumes no responsibility for the 8.Design assumes NI bearing also napped.shorn,Shim or wedge II fabdnlbn,handling,ehdpment and knldletNn of components. necessary. ♦ EXPIRES: 1 2/3112018 O.This design I.furnished subject to the Hmaalbns tet fodh by T.Designesshaleelasted...bath fates lap,...,a. August 10,2015 e.ins,oledda betted o.both facosofWss,and placed so their center TPIAVIGA b 0151,copies of WM My be furnished upon request. Ines cobdds with joint under lbws. MRek USA.Ina/CompuTrus Software 7.6.6(11)-E 10. Digits Indicate ell.of plate In bah... 10.For basic connector plata design values sae ESR•1311,E5R4950(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. IC: 2x4 RODE)$14BTR LOAD DURATION INCREASE a 1.15 KD Design conforms to main windforce-resisting BC: 2x4 Al i1TR; SPACED 24.0" O.C. system and components and cladding criteria. 2x4 DF g1dBTR B2 LOADING TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h-22.8ft, TCDL=4.2,BCDL.6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12"OC. VON. DL ON BOTTOM CHORD = 42.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, TOTAL LOAD 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12-09-09 12-09-04 4 1 12 12 I IM—9 x 9 '12 7.00 7.00 p _W WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. kn oo l AAA `+ is IM-3x5(S) 0 M-3x4 M-3x9 . D P R OFey y y 10-00 14-08-08 y NGINEF9 24-08-08 X7:1 ,� %* �� :9782PE r JOB NAME : POLYGON NW PLAN 7-A NH - Cl Scale: 0.3040 `-`-- WARNINGS: GENERAL NOTES, udessoUnneenoted: Do. OREGON t.Bulder end erection contractor Mould be advised of al General Notes 1.This design is baud only upon the parameters shown and is for an individual /f. 1if. �Q'.• Truss: Cl and Wamir go before conetnx0on commences. bulding component.Apglabnly of design psnmelers and proper +7 ,l, 4 2.2h4 compression web bracing mud a Installed where shown•. Incotporalbn of component is the responsibility oflM bolding designer. 11,9 �q ii v ,5 ' 3.Additional temporary bndng b Insure stability during construction 2 Dedon assumes the top end bottom dada to be Wanly bread etr la the responsibility Sr the erector.Additional permanent bracing of 7 oA.and e..hIn ouch as k osd.bread)TC)end/or they all(B). condnuouatIPc.cgevchseely unless throughout arywagth b PAU ``\ DATE: 8/10/2015 theoverall structure Is the naponsibliy of the butting designer. 3.2a Impact wh bridging or lateral bracing required ere shown•• SEQ.: K1345833 4.No bad.5001db.applied to any oonnpon.nt antI after o5 br.dng and 44..Instalatiosomoo..I.x.responsibility sibbe illxef:e respective �a csive ontractor.environment. fd.n.rsat.00mga..ndatnoOnalWum.nyb.aagreaterm°n en erefo•drycoes uss..aofuse. TRANS ID: LINK design bads be applied to any component. 8.Design"Nimes tddbearing atall supports shown.BNmorhedge It EXPIRES: 12/3112016 5.Compurn.luaacontrolov.r.red.aroma.nenepondb0rtyrorth. neaaeery. fabrication,Rending,shipment and Insisiletbn of components. 7.Design assumes adequate drainage Is provided. August 10,2015 8.TNa design Is fundehed subject to the limaaeons set forth by &plates shall be bate ted on both as dimes, ss,and placed so their center TPW.ICA In BCSI,apes of hfdch nil be Nmhhed upon request. Ines • g.Digs oiincide atewith)oi nide Ioint n lines.. ' MtTek USA,Inc./CompuTrus Software 7.6.6(IL)•E 1&For basic connector plata design values see ESR-1311.ESR.1990(MITek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF g1iBTR LOAD DURATION INCREASE 1.15 1- 2=(-2855) 608 1- 7=(-477) 2459 7- 2=( -195) 1460 BC: 2x4 KDDF 61LBTR SPACED 24.0" O.C. 2- J=(-1140) 335 7- 8" WEBS: 2x4 KDDF STAND ( 966) 2401 2- 8-(-1691) 453 3- 4-( -987) 311 8- 9-(-199) 1225 8- 3-( -172) 678 LOADING 4- 5-(-1544) 313 9- 5-(-198) 1227 8- 4-7 -556) 202 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-( 0) 57 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 4- 9-( 0) 326 OVERHANGS: 0.0" 12.0" TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HOR2 BAG REQUIRED BRG AREA •• For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.125" @ 5'- 9.0" Allowed - 1.190" MAX TL CREEP DEFL- -0.248" 0 5'- 9.0" Allowed " 1.586" MAX LL DEFL - -0.002" @ 25'- 8.5" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ 25'- 8.5" Allowed - 0.133" MAX HORIZ. LL DEFL- 0.077" @ 24'- 3.0" MAX HORIZ. TL DEFL - 0.128" @ 24'- 3.0" 12-04-04 12-04-04 5-10-12 fDesign conforms to main windforce-resisting 6-05-08 5-03-07 7-00-13 system and components and cladding criteria. Wind: 140 mph, h-22.eft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 12 7.00 p IIM-9X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.00 load duration factor"1.6, 4.0" Truss designed for wind loads 3 'f`^ in the plane of the truss only. M-3x4 M-3x6 q ee M-3x5 7 rn M-1 x 6 o • N S o 0 1•• U v 8 ..5 • O o M-5x10 M-195x3 M-3x4 .. a 3.50 3.50 Co 12 12 1 1 1 1 1 5-09 5-03-08 6-07-03 7-00-13 1 1 1 1 1 p PROF 5-09 5-03-08 13-08 1-00 C� C S 1 1 5� NGIN� c O.CI 8 782PE 924-08-08r JOB NAME : POLYGON NW PLAN 7-A NH - C2 / i Scale: 0.2375 �'" WARNINGS: GENERAL NOTES, unless otherwiee noted. Truss: C2 /. 40 nulderamerediencontractorMouldbeadweedofaeGeneralNotes 1.Des deignIsbasedonly upon Onparameters Mown and hloranindividual y OREGON '•• and Warning.before coneUuclbn commences. bulding component.Applicability of design parameters and proper 2.2n4 compression web bradng must be installed where shown•. Incorporation of component la the raap000blep of the Duldln0 designer. 3.Additional temporary brecbp lo boor.stability during construction 2 Design.esumes the lop and buxom drone to m!eternity b.ted.1 j�/�. �iQ[]`� .1 5 �� Isthe responsibility of gm erector.Additional permanent ended of 7se..mstl0 o.o.nep.dNsy unless braced throughout their tenpin by �+/_ rf r 1 DATE: 8/10/2015 the overall structure is the responsibility of the building dedgnar. 3.St tmp.as sdginp or were a plywood airedsheathing(TG)where Mown own•drywsA(BC). I� PAUL ti ��. SEQ.: K1345834 4.No load.boldinapplied to any compon.muntlalter albradngand 4.Installationofetensl.theor erel.pondaiyeofm:.:pedw.comredor• /^A �' hdenere aro complete end at no Wm should any loads greater Nan 5.Design eswm.s trusses are to be used Ina non-cormdve en,trenm.nt TRANS ID: LINK deafen kaesbeapplied toany component. end are for•dycondition'ofuse. 5.CompuTrus has m comm)over and assumes no reepondbIliy for the 8.Design eswmes MI baring Mel wppoN mown.Shim or wedge 11 fobm.tlon,handling,ddnePo'esy. EXPIRES: 12/31/2016 shipment and InalaAeOon plcomponente. 7.Design assumes adequate drainage la provided. 6. I.design4Wishedsubjecttothelbnnationssetforthby 8.Plates shag beloatedenboth faces Minns.and platedsatheir center August 10,2015 T TPIMTCA in BCS),copies or which WI be Nmished upon request. Anes coincide with(oaa center lines. MRek USA,tnc,/CompuTrus Software 7.6.6(1L}E o.Forutbedcconneectorpiea de gn value.me 656.1311,ESR•1886(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR; LOAD DURATION INCREASE= 1.15 1- 2-(-2890) 810 1- 7-7-543) 2485 7- 2=( -234) 1475 SPACED 24.0" O.C. 2- 3=(-1185) 519 7- 8=7-534) 2426 2- 8-7-1650) 445 2x6 KDDF 816BTR T2 3- 4=( 0) 0 8- 9-(-387) 1244 8- 3-( -217) 641 BC: 2x4 ROOF STANDR LOADING 3- 5.•(-1025) 424 9-10-(-386) 1245 8- 5-) -547) 364 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF WEBS: 2x4 KDDF STAND 5- 6-(-1540) 527 10- 6-7-427) 1224 5- 9-) 0) 232 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ....===.====-2=.==.=====.====.=...... LL- 25 POE'Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 ORDCIRG AT 24" OC THE. FOR 0'- 0.0" -241/ 1057V -126/ 128H 5.50" 1.69 KDDF ( 625) 24'- 2.5" -17/ 365V 0/ OH 131.00" 0.58 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BENIAL _________________:______-___---_---_= REQUIREMENTS OF IBBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 3084V 0/ OH 131.00" 1.74 KDDF ( 625)1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ({'OND. 7: Dv.-:.•� a , •,.+.-"L:.-.+ -. sa- .--)- 1-:-7,m-.-warp A.M.•r.•.J g• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 ver.ica or equal at non-structural vertical members (non). MCX EP DEFL.. -0.248" 9 5'- 9.0" Allowed= 1.187" MAX TL CREEP DEFL =-0.248" 9 5'- 9.0" Allowed = 1.583" Unbalanced live loads have been MAX HORIZ. LL DEFL- 0.079" 8 24'- 8.4" considered for this design. MAX HORIZ. TL DEFL = 0.130" 8 24'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-24.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 17-06-12 q load duration factor=1.6, 17-05-13 Truss designed for wind loads 5-10-12 6-05-08 5-02-08 0-001f-15 f in the plane o£ the truss only. 12 TIM-4x4+ 12 12 M-5x6 Gable end truss on continuous bearing wall. 7.00 < Q7'00 Q 7.00 M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. r♦ M-4x6 3 S'475114 :M-4x4 r M-5x6+(S) ti 0 M-3x6 ICM tit. 2 0 I co 00011111111111114 M-3x5 Le': M-Sx6 bm- 0 T '� o C 1 ii 8 9 30 II M-5x10 M-3x5 M-3x6+(S) M-3x9+ 0 123.5D 3.50 2 y 6�Ep PR OFFS 12 12 y y y y y �� GINE R S/2 i, 5-09 ), 5-03-08 y 6-07-03 6-06-13 10-11 y y �GJ N F, Q 5-09 5-03-08 24-01 1-00 �� 89782PE S1' y 35-01-08 1-00 JOB NAME: POLYGON NW PLAN 7-A NH - Dl '► / ---- Scale: 0.1790 OREGON '.s.`. -V ` �.. WARNINGS: GENERAL NOTES, uNeas othenwlx noted: CLQ. •I.Snider end erection 0Mrader should be advised of al General Notes 7.TOM design I.based only upon the perimeters Mown and I.for en mom �q RY-�5. Truss: Dl and Warnings before construction como. Incorporeion nmens. bunting component.APWkabnM of design parameters and proper �4' 2.0a4 compression web bradng must he metaled where shown•. Design assumfwmpopandnt ottomche ordst be of the building designer. 3.Additional temporary Nacho to mare dabiliy during mndaden 2.Design assumes ms top and bottom Meda to M elenly boned at F'A U L. �\ bY NON responsibility of the ander.Additional nnanenl bnsdng of 7 n.e,are s to sheo.oathing rlapedNplysssd.paced I(C)ands their broth). pe conOnmw Meethmp such as plywood aneethhoRC)aMror drywag(BC7. DATE: 8/10/2015 the overall structure Is the responsibility of the buId:ng designer. 3.23 Impact bridging or acral badng required where shown•• SE K1345835 4.No load shouldm M b.applied any eamponeUMl after.l badng and 4.Inst.hOresponsibility abuse 5 the re ty of theepenthe centred*,Q Q.: fasteners ora complete and M no lime Mould any loads greater than 5.Desi trusses are to be used In.non-corrosive environment. EXPIRES: 12/31/2016 design badsb.appled to any comporeM. amara assumor niryes MIberingn.of use, TRANS ID: LINK 5.CompuTashas no control over and assumes norespondbAtyfor the 8•�wsxrysumaahtlbeatlnpeleAtupportsaMwn.ShMorvadpell August 10,2015 fabrication,handling,dtpmeM and Installation of mmponeM.. 7.Design assumes edegoate drainage Is padded. , 8.llis design Is furnished subject to the limitations set forth by B.Pelee Mal be located on both faces of truss,and placed so their ceder MAMMA in BIS),copies of which nil be furnished upon request. Ines coincide with)drat tenter his., 8.Digits Indicate stets of plate In Inches. Mrtek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 70.For basic connector plate design vatuea see 505.7771,ESR-1985(MITch) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 81HBTR LOAD DURATION INCREASE = 1.15 1- 2-1-4268) 838 1- 8-1-669) 3798 8- 2=( -303) 2203 11- 6=(-251) 211 BC: 2x4 KDDF H16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1985) 489 8- 9=(-657) 3711 2- 9=(-2202) 480 3- 4=(-1516) 448 9-10-1-234) 1697 9- 3=1 -21) 320 LOADING 4- 5-1-1505) 452 10-11-1-216) 1597 3-10-) -671) 259 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-1-2124) 509 11- 7-1-359) 1912 10- 4=( -275) 1096 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-1-2348) 510 10- 5=1 -657) 256 TOTAL LOAD = 42.0 •• For hanger specs. - See approved POE' 9 P plans5-11=( -51) 494 LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1475V -232/ 232H 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. 1COND. 2: D...:.,M...-..,A-.Ir:1._.-._o0�2,fd_„J. ,'','_+s&,l•••...Lig. VERTICAL DEFLECTION LIMITS: LL-L/240, T1=1./180 MAX LL DEFL - -0.206" 9 5'- 9.0" Allowed = 1.710" • MAX TL CREEP DEFL = -0.412" 8 5'- 9.0" Allowed - 2.281" MAX HORIZ. LL DEFL - 0.127" 9 34'- 8.0" MAX HORIE. TL DEFL = 0.211" 9 34'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. 17-06-12 17-06-12 Wind: 140 mph, h=29.30t, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, eae.2, Exp.B, Mwetts(Dir), 5-10-12 5-05-04 6-02-12 5-08-06 5-08-06 6-01-15 load f 12 ' f f 1' '1 Trussduration designedfforowind 6loads 12 in the plane of the truss only. 7.00 M-4x6 Q 7.00 4.0" 4 ,(y t\ M-5x6(S) M-5x6(S) 0.25" 0.25" 3 V M-3x8 6M-1.5X3 2 6k nei 40 ,m M-3x8 e o =�Sx \'; MO « of ot 1.• 9 10 11 o .M-6x6 0.25" M-3x4 M-3x5 o7I d 3.50 3.50 D M-5x8(S) 12 12 1' 1 ci y y 1 5-09 l 5-03-08 y 6-06-04 •8-07-07 8-11-05 yQ,�D PR OFFi. S 1 5-09 5-03-08 24-01 �5� �NGINEcR �%2 35-01-08 3. �� 8 782PE 9r JOB NAME : POLYGON NW PLAN 7-A NH - D2 /��/_ Scale: 0.1739 /� '! /. \ �, WARNINGS: GENERAL NOTES, uNesa otherwise noted: /// l 4 1.B Truss: D2 uldarand erection contragorMoudbeadvledofalGenerelNotes 1.This degpnhbased onyupon the pose.:ersshad,end lefor anIndNldual 9 OREGON '‘ and Warnings before construction commences, building componeoLAppkabsey of design parameters and proper .'/5 /LZ/ 2�...�. 2.2i4 compression web bracing must be Installed whore mown., Design assumes of component lb the bottom chords sto be the building ed at r, %� •Vq RN, 15 <<„,. 2. J,Additional temporary bracing to Inman debility during consiruabn S.Design aewm..the lop end besem dro.ste M laterally braced at I.0,.re.pondbilayetou molar.Additional permanent bracing of 7..0.and glG e.0.respectively endo braced throughout lheb efl(O by \ DATE: 8/10/2015 the oversl simaure la the naponlblly of the buldhp designer, 2xImpscontinuous sheathing such a plywood where shown 5 0ryvnl(BC). /1.w �L (1 3.2a Impact bridging or lateral bntlnp required respective .e !"'H `` SEQ.: K1345836 4.No bed should be applied to arty component Ws eller al bracing and 4.Installation of huts Is berespond...yoftherespective...redo,, fasteners are complete and at no time should any bads greater than 5.Design eswmes Innen are to be used N e noncorrosive environment. TRANS ID: LINK design bads be rippled to any component. and are far'dry condition.of use. 5.CsmpuTrush..nocontroloverandneon.,noresponsibiliyforth. 6.Deanery mesNlbearing alslwppaNllown.Shlm.rwedge il EXPIRES: 12/31/2016 brkalbn,handl ,sit necessary, fe handling.shipment 7.Deeign sadequate drainage Isprovided. August 10,2015 e.This design Is furnished subject to the limitations let fort by 8,Pelee Mal be looted on both face.orbits,and placed so their anter TPWVTCA In SCSI.copes of which toil be furnished upon request. One.coincide With Joint center linea MRek USA.Ine.ICompuTrus Software 7.6.6(11)-E 10. Digits Indicate see of plate In Inches. 10.For bale oennaaor pine design values see ESR-1011.ESR-19ea(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35.- 1.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacibg. TC: 2x9 KDDF klaBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss deaigned for wind loads Considered for this design. in the plane of the truss only. LL= 25 PSF Ground Snow (Pg) Gable end trues on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-06-12 17-06-12 TT 4 11-08-09 5-10-03 5-10-03 11-08-09 1 T 4 T 12 I IM-4x4 12 7.00 p Ni WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM11. ORDOFTHE GABLETRUSSDUE TOTHECKOTERLBRINGM-3x5(S) M-3x5(S) PROVIDED BYARIGID CEILINGATTHEHINGECONNEION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY +� 4,M-3x5 FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE IIIIIIIIIIIITTT LATERAON.-(o `. 1 tela C oI M-3x5(S) c M-3x4 M-3x4 y 17-06-12 y 17-06-12 coSPNEF()Fes 1-00 35-01-08 89782PE r JOB NAME: POLYGON NW PLAN 7-A NH - D3 Scale: 0.2314 11111, .�__. WARNINGS: GENERAL NOTES, unessetiwnle noted: yti.OR GON ��.�},. I.Bolder and erection contractor Mould beadvised of al General Notes I.This design Is based only upon to parameters shorn and Is for an IndMdual 2c . Truss: D3 and V wnhgs before construction commences. building smponsb.Applicability of design parameters and proper A [7,� 2.23i4 compression web bradng mud be Installed.bora shown•. Incorporation of component lalM responsibility of the bulmng designer. "y9 ARY Ay_ /,``CC 3.Additional temporary bracing to Insure iteNRy during construction 2 Design end at I'IM top and bosom Mobs to dI latd oghoerally baud st ,R r, I \_ !.' eir length by Ice the responsibility oflbe erector.Additional permaneMbradng of 2nSnuoueN Needling such as plywoodly sheet ing(TE)Mdm,ynsH(C(. (�n ( Q, eoMlnuoue droatNnp such a sMammp(TC)and/or drywallBC). P�'I�.L., `` DATE: 8/10/2015 the oven1 structure le the responsibility Who buldng designer. 3.24 Impact bddging or lateral bradng required where down•• SEQ.: K13 4 5 8 3 7 4.No bad Mould be applied to any component mil eller al bradng and 4.mmllation of trans Is the responsibility or the respective contractor. fasteners are complete end et no time should any beds greeter then 5.Design edemas Woes aro to be used Ins noncorrosive environment design bads be applied to any Component. and are for•d,y condition'of me. TRANS ID: LINK O.Design assumes MIbeadrag"talsupports sham.Shim orwedge II EXPIRES: I ZI3'1lZOi8. 5.CompuTrw MinscoMoi ovalale aawmseMreeponalDlliry ter the nemmary. fabrication.handling,ehlpmenl end installation of components. 7.Design eesumee adequate drainage is prodded. August 10,2015 H.TIM dodo h fuMdnd subject to the limitations eel forth by 5.Plates Mal be bated on both faces of truss.and placed se their miller TPNMCA In SCSI,copies of which w11 be fumlehed upon request. 9.InesDMtcoincide idte with joint ranter lines. of pleb te Inness. Mitek USA)ne.jCompuTrus Software 7.6.6(1L)..E 10.For bade connector pate design values see ESR.1311.ESR•1958(MITelt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" TC: 2x4 KDDF #1OBTR INC 2012 MAX MEMBER FORCES 2-R8 -22520 BC: 2x4 KDDF #16BTR LOAD DUSPAIED I24R0ASE C 1.15 1- 3=(-2088)) 503 1- 9=(-216)) 1971 2- 3=)-(--45)) 205 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2088) 501 8- 9=(-216) 1658 8- 7=( -45) 460 3- 4=(-1496) 451 9-1e"(-214) 1589 3- 9"(-640) 253 LOADING 4- 5-1-1495) 450 10- 7.1-359) 1902 9- 4=(-282) 1122 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-(-2109) 505 9- 5"(-653) 255 BC LATERAL SUPPORT <" 12"OC. UON. DL ON BOTTOM CHORD" 10.0 PSF 6- 7-(-2336) 509 5-10") -50) 483 •• For hanger specs. - See approvedTOTAL LOAD= 42.0 PSF 9 P plans 10- 6=(-251) 211 LL " 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 1470V -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 1470V 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ��'� ICOND. 2: D-..:a.woos.=1,..-a.l...i._......a. .,f t,, 1.`l..e_._sssit. ,:.•.1g. VERTICAL DEFLECTION LIMITS: LL-L/240, TL"L/180 MAX LL DEFL " -0.098" 0 17'- 5.2" Allowed = 1.704" MAX TL CREEP DEFL " -0.199" 9 17'- 5.2" Allowed " 2.272" MAX HORIZ. LL DEFL - 0.045" 9 34'- 6.5" MAX HORIZ. TL DEFL " 0.075" 8 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-05-04 17-06-12 Wind: 140 mph, h"24.3ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 6-00-07 5-08-06 5-08-06 5-08-06 S-OB-06 6-01-15 T (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor-1.6, f f f ,r 12 f f Truss designed for wind loads 7.00 M-4x6 12 in the plane of the truss only. Q 7.00 4.0" 4 ,e-,y -11111111111 M-5x6(5) M-5x6(S) 3,1 iiii 0.25" 0.25" +6 M-1.5x3 M-1.5x3 + +. • \\.. r) O N O of 1 8 •g• '� 10 ••T o -,Y o "1M-3x5 M-3x4 0.25" M-3x4 M-3x5 oI M-5x8(S) l l l l 1. PRAFF k 8-10-11 8-06-09 8-06-09 9-00-03 ��NGINEF�s/, 35-00 {ij ?/ 89782PE ��' JOB NAME : POLYGON NW PLAN 7-A NH - D4 Scale: 0.1922 , / i WARNINGS: GENERAL NOTES, unless otherwise need: '7/ --/\--7--.------ /// � -- Truss: D4 1.Builder and eredancentred.Medd be advised of el General Notes 1.TNadesign I.based only upon the pararneterodwwnand lsfor enindividual y OREGON oma. and Warnings before oonetrudbn commences. building component.App8cabllny of design parameters end proper S.L4 compresabn web bradng mud be Installed wlnre shown.. Incorporation of component Isms responsibility of the bowing designer. 3.Addabnei temporary bnchp Is Insure dainty during construction 2 S nee and al iP the lap and bosom tlwMs le its latently bracedat en T. �R\l 15 2��. is the responsibility alOro erector.Addional permanent bracing of continuous orald10'o.c.005.5 sly unlessend.Mood throughout their length by (. 7�{' 1 r \J DATE: 8/10/2015 Movensstructure Lmencontinuous shesmmg ouch as plywood sbambyRC)anabrerywel(BO). I /1'0 LIi Q sponsbelry of the bowing deigns,. 3.Limped bridging or lateral bndlp required where Mews.. /-' `` SEQ.: K1345838 4.No load should be applied to any component anti after en bracing and 4.!Melba.of Wn la the respeneibllry or the respedwe contractor. feelenen are complete end N no lens should any beds greeter then 5.Deign mums losses are to be used Ina noncorrosive environment TRANS ID: LINK design loads be ennead to eny component, and are for'dry condition'of use. 5.CompuTrus he.no control over and no responsibilitybr ms 8.DCsice.Nuwmes fun bearing et el supports Mown.Shim or wedge if EXPIRES: 12/31/2016 febricaton,handling.shipment and bntslaeon of components. ry' ,.Deign)..assume.adequate en drainage Is prodded. August 10,2015 8.7Ns design a furnished crafted to the limitations eel torah by 8.Pates ahal be baled on both faces of trunk end placed so their anter TPNMCA in BC%copes of each coli be furnMed upon request Ines coincide with joint center lines. MRek USA.Inc.ICom)wTrus Software 7.6.6(11K 10. Digit.bdloale else of pate In Mum. f 0.For basic connector plate design values see ESN-1311.E5R-1980(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC:. 2x4 KDDF 816BTR LOAD DURATION INCREASE= 1.15 1-2-(-196) 62 1-4=(-100) 137 2-4-(-208) 161 BC: 2x4 RIDE )11&BTR SPACED 29.0" O.C. 2-3-) -26) 12 4-5-) 0) 0 WEBS: 2x4 DF STAND; 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL . 25 PSF Ground Snow (Pg) vertical members (uon). IcOND. 2: Desicn checked for net(-5 osft uplift at 29 "oc soacihg. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL -0.015" @ 0'- 0.0" Allowed = 0.100" JT 1: Heel to plate corner = 4.25" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" 0 0'- 0.0" Allowed - 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.023" 0 6'- 2.6" Allowed= 0.275" MAX TL CREEP DEFL = -0.044" 0 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL - -0.001" @ 7'- 2.2" f f f MAX HORIZ. TL DEFL - 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 system and components and cladding criteria. Wind: 140 mph, h-20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor.1.6, M-3x4 End vertical(s) are exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. MU 0 .l+ 0 M III 0 6�� 4 I18-25 M-3x8 M-3x8 M-3x5 1 1 1 6-03-04 1-01-12 1 1 1 1-00 6-05 1 1 7-05 ��ED PROFP" 8 782PE r JOB NAME : POLYGON NW PLAN 7-A NH - El Scale: 0.5166 /6 -/iK WARNINGS: GENERAL NOTES, unless*mends*noted: 1.Bolder and erection Conlrsdor Mould be advised of ea Genera(Notes 1.Na design IN based only upon the parameters aMwn end Is for an indlvldual -7-v OREGON �.�: Truss: Eland Warning.before censtnattncommences. buldingcomponent.Applicabilityofdeagnparametersandproper rl, 2.2,4 compression web bradng must S*Installed where shorn•. Incoryontbn of component Is the responsibility of the bolding designer. 9�. 415_. 3.Additional temporary bracing to insure stability during construction 2 Design mums the lop end bosom dhotis to be la1eraM bfacetl at iv- . {�j' Is me reapantlbBRy of the erector.Additional permanent bndnp of Y 0.*.and at 1G o.c.respectively unless braced throughout their length by /1 �l continuous Ynsthbg such as plywood sheethhg(TC)endbr drywal(BG). . DATE: 8/10/2015 tin overall W sSMe la the responsibility of IM balding designer. 3.24 Impact bridging or lateral bnn sham dng required whesho •• PA UL ` 4.No bad ebecid be*palled to any component until after al bracing and 4.Imbibition of truss le the responsibility of the reaped!.contractor. SEQ.: K1345839 fesienersaacompleteandatneth,.siwuldanyloadsgreaterthen S.Design assumestrusseemtobeusedhamncorrosiveenNmnment. TRANS I D: LINK design beds be applied to any component. and gn assumere fordry condition'of use. 5.CompuTruahas no control over and assumes noresponsibiliyfor the B.nDeeasiYsssumesM1Albeadnprtalso n,.n*wn.SNmorwedge)? EXPIRES: 12/31/2016 ry• fabrication.handling,shipment end Indsiteaon of components. 7.Design manes adequate drainage is provided. August 10,2015 9Is furnished.Tie design furnished subject to the Imitations eel forth by B.Plates steel be bated on both lanes of Wm,and placed so their ansr TPOWICA In SCSI,copies of which will M furnished upon request. Ines colndde with hint canter mea. 9.Digits Indicate elle of plate In Indus. MITek USA.)nc.lCompuTtus Software 7.6.7(1L}E 10.For basic connector plate design values see ESR.1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TC: 2x4 KDDF C16BTR TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq-1.00 BC: 2x4 KDDF 016BTR LOAD DURATION INCREASE= 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(_208) 161 WEBS: 2x4 DF STAND; SPACED 24.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 2x4 KDDF STUD A LOADING TC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 1'_ 0.0" -42/ 353V -33/ B911 5.50" 0.53 KDDF ( 625) Unbalanced live loads have been 7'- 5.0" -40/ 270V 0/ ON 5.50•' 0.43 KDDF ( 625) considered for this design. LL 25 PSF Ground Snow (Pg) JT 1: Ileal to plate corner = 4.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ` ` e •' ' r REQUIREMENTS - OF INCIBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.015" 0 0'- 0.0" Allowed - 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" 0 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.023" @ 6'- 2.6" Allowed- 0.275" MAX TL CREEP DEFL - -0.044" 9 6'- 2.6" Allowed - 0.367" 6-03-04 1-01-12 f f MAX HORIZ. TL DEFL = 0.001" 0 7'- 2.2" 12 4.50 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20.6ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor-1.6, 2 End vertical(s) are exposed to wind, PPI Truss designed for wind loads in the plane of the truss only. irigi• 1 lall 111 to 0 -: 0 1 rn AlleM RI of �6P m 4 A►��5 M-3x8 M-3x8 M-3x5 l 1 1 6-03-04 1-01-12 l ) 1-00 6-05 ) l 1 7-05 �� 0) PR OFFss ��5 �NGINEF19 °2 89782PE .7r JOB NAME : POLYGON NW PLAN 7-A NH - E25-% ` Scale: 0.5166 WARNINGS: ---�' GENERAL NOTES, unlessothe:wlss noted: Truss: E2 Bueaerand arodbn contractor shoddy advised of all General Notes I.This design Is bassdanty upon ON parameters shown and Isforan Individual yt OREGON end Warnings before construction commences. building component.Applicability ISIS of design pay crib.and prop! 15! f� O.. 2.IIsi<ompronbn web bracing mud be entailed where elwnn�, Incorporation of component le me res,0,4.l ty of the bolding designer, 3.Additional temporary brachia b Insure debility during construction 2.Design ammea Ms top and bottom draNa la be laterally braced at l�v (L' 2e,o.and el 10 cc.respectively unities brand throughout their length by �� ! � j' DATE: 8/10/2015 Istheroapondblsylatattire rerector.Addmonalpermanent branpor colntp.d sheathing nu \ IM overall structure tithe to any billy of balding designer. 3.2t lmpad bddging w lateral.neapo tllproyukee A°la eD.)t aww�nra..ryw'1(Bc). /ti�� . • SEQ.: Ki3 4 5 8 4 0 4.No load Mould be applied to any component unto alter el bracing and 4.Installation of truss the N•pandaly of the respective nmrador. /" fasteners are complete and al no time should any bads greater then 5.Design usum•,trusses aro to be used In e noncorrosive environment. TRANS ID: LINK deloads be applied to any component, and are for"dry condition'Dion. sign 5.Cadge to us has no control over and na mes no responsibility for the 6.Design assumes NI bearing al all supports sheen.Shim or wedge If febdcellon.handllng.,Npment and lnslallellon of components. nenseary, EXPIRES: 12/31/2416 G.TMs design I.hontMedaub)edtothe lmitationsset forth by 7.Petesshedgn ll be umeaededted onbouate th thlfagelo to,., placedAugust 10,2015 TPOWICA in SCSI.copes of ankh at!be Nnd,h.d upon roquesi. S Anas coincide vMh)alnt centeron llnaaa of Miss.andw their center Mtiek USA,Ino./CompuTrus Software 7.fi.7(TL}E 0.Digits Indata sire of pieta Sr Inches. 10.For bade connector plate design values see ESR-1311,ESR-loss(MITA) 1 - This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq"1.00 TC: 2x4 KDDF 9160TR LOAD DURATION INCREASE " 1.15 1-2-(-79) 23 1-4-(-68) 60 2-4-1-142) 120 BC: 2x4 KDDF 81aBTR SPACED 24.0" O.C. 2-3=(-26) 12 4-5-( 0) 0 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 BRG AREA - TC LATERAL SUPPORT <" 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT 4- 12"OC. UON. TOTAL LOAD" 42.0 PSF 1'- 0.0" -28/ 233V -18/ 48H 5.50" 0.35 KDDF ( 625) 4'- 6.8" -24/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) Unbalanced live loads have been LL " 25 PSF Ground Snow (Pg) considered for this design. (at.la�eti 1-a.4.ace r ay a_a•._. +-i osfl uo. ea-_a -ma•i +•. L)g. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 JT 1: Heel to plate corner " 4.25" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL C0.005" 9 0'- L0.0"/24 Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL- -0.003" 9 0'- 0.0" Allowed - 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.010" 8 3'- 4.4" Allowed " 0.132" MAX TL CREEP DEFL - -0.014" 9 3'- 4.4" Allowed- 0.176" 3-05 1-01-12 MAX HORIZ. LL DEFL - -0.000" 9 4'- 4.0" 1' 1 'f MAX HORIZ. TL DEFL = -0.000" 9 4'- 4.0" 12 Design conforms to main windforce-resisting 4.50 D system and components and cladding criteria. Wind: 140 mph, h-20ft, TCDL=4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor..1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 'y M-1.5x3 1 m a 111111111A 0 0 N �1 ' o 4 ��S M-3x8 M-3x8 M-3x4 y )• 3-05 1-01-12 1-00 3-06-12 4-06-12 V PROF 5"�� GEF 74lN4\ 89782PE f JOB NAME : POLYGON NW PLAN 7-A NH - E3 ,,-7._...-1-<7...-; Scale: 0.5632 WARNINGS: GENERAL NOTES. unless otherwise noted: 1% OREGON, �� 1.Bolder and emotion contradar should be advised of al General Notes 1.This design is bawd only upon the peramel. ,oan and h for en NWMdual 17+; �Q. �IT- Truss: E3 andWamblgs beton oonelnction commences. buildigeomlwwM.Appecaauty oldsslgn parameters and proper -V A 2 34 compression web bracing mud be installed vdnn oho... mcorponibn al component is the responsibility of the bolding dadgner, 17/5) 4 A vY 5 5 7.Additional temporary bracing to mase stability during conotnxUan 2 Design assume On lop and bosom chords to M Merely lanced slT ._1C!. is the responsibility of the ender.Additional permanent bracing of cots and at 17 co.such hes ply ori sheacem(TC)aoutthlywav(c). �i continuous sheathing 1.mhgaKbe+pr, essbracedt T�throughout d .a(thb � , AUL' C�� DATE: 8/10/2015 the eversl s7nMure h the respomlblM/of the bolding designer. 3.3 impact bridging or lateral brsdng required where shown•• SE K1345841 4.No load Nculdbeappledtoany component untlafr•lbrsdngend 4.Installation fbusses ww.rareesponsibility be of Me in a espadto0enc.lnudor. . Q• fedenenare complete and atnofind sinuld any loads greater then Design design bads be applied to any component Designand are br•dry Ad baa of use. TRANS ID: LINK 6.D.sign.awmeaNdib°•"^g•'•'wppgrisdwwn.BMmervndpa' EXPIRES: 12/31/2016. S.CompuTnn Ms no control over and aawmsa no mponeiblpry bane nece•wry, fabdcatlon.Mh fundling.aIdpmenl end Installation of components. 7.Destgn assumes adequate drainage Is prodded, August 10,2015 S.This design banished subject to the limitations set font d by plates shell cess be located on both faces of ,end placed w their center TPIWFCA In SCSI.copies of which villi*tumlsited upon request. B.In,,onnncdh nth (Slot e ofthlahrilline.. DigitsMITek USA,(nc.lCompuTrUs Software 7.6.7(1L).E 10.For bade connector plate design values see ESR-1311,ESR-1988(MITaN) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 ROOF CATION TRUSS SPAN 22'- 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BC: 2x4 KDDF )$1iBTR LOAD DURATION INCREASE - 1.15 SPACED 24.0" O.C. Design conforms to main ree-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components andd cladding criteria. BC LATERAL SUPPORT <- 12"OC. UON. - LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF Wind: 140 mph, hts), t, TCDL.4.2,BCDL.6.0, ASCE 7-10, DL ON BOTTOM CHORD 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, Truss designed for wind loads LI, = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Sable end truss on continuous bearing wall 007, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ref Rx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 12 7.00 IIM-4x9 12 3 Q 7.00 rn p O 1 c i Yw '4414 :IDG -. O M-3x5(S) r*� °i 0 M-3x4 M-3x4 l 10-00 1 12-00 l ,I ED PR OF 1-00 22-00 1 NGINF.�'/0 5.? 89782PE 9r JOB NAME: POLYGON NW PLAN 7-A NH - Fl �7 ,� Scale: 0.3307 ,/ vt. 4'�'/`� WARNINGS: GENERAL NOTES, unless omarwlss noted: `7/%:/c \l. Truss: Fl I.Builder and eredbncanlnaor Mould be advised ofd General Note. I.The design I.bawd only upon the parameters drown endte for en Individual A 74-.OREGON.' c end Warnings before construction commences. bolding component.Appeo.Ney of design parameter.and proper2. +' -v .Q,,. 2.244 compression web bracing mud be metalled where shown 4. Incorporation of components the responebllty ovine bolding designer. 3.Additional temporary brechp to Nude stability during construction 2 Ts.end.:IS n.lop and bottom.chords..b00 dIsnaglnybroe•d.t le me responsibility of to.•real,Additional p.nnen.eI bracing of 2 e,p.end et IS cc.reepadNely unless bleed lluoughdW Mak bn(m by 9.Q '�4 15 �Q' DATE: 8/10/2015 the overoe structure is therespendbllty of the building designer. mmcous sheathing Wenupcngragdned e clean r drywal(a0). /� ..w SEQ.: K1345642 4.Na bed should beapplied to any component Sell after d brad 3.Ie Impact ofbu busg ers le therpr.dity of the respective where as le /`�A 1 11 Yl timerap and 4.Design ofwagte..responsibilityI.beuse in wmviron �"1 ll 1.. Nehmen b ds complete and at no mpo ent,shouany beds greater than 5.and eawmea Inneas Sr.ro Io W used In•non-corrosive environment. TRANS ID: LINK design bads as applied to any component, and ors for"dry condition'of w.. 6.CompuTrus Marro control over end assumes no rosponalbNly for m• S.Design ass bearing at al supports Prawn.Sbm or wedge if febrieatbn,handling.shipment and Installation of components, necessary. EXPIRES: 12/31/2016 H.lbw design Is furnished subject to the gmlalbns set fodn by 7.Design belomes cted onboate th face lofrusdea. August 10,2015 TPUNTCA In BCSI,coples of rddch will be Nndehatlu H.Protea enol buten horn faceaofWaa,and placed so their center upon request, Ines cometle vMh(ohn center lines MRek USA,Ino./CompuTrus Software 7,6.6(1L}E N.Digits indicate We or plate in inches. 10.For bade connector pule design values see E5R43i 1.ESR•I0115(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 57 2- 8-(-181) 1109 3- B-(-299) 232 BC: 2x4 KDDF 11160TR SPACED 24.0" O.C. 2- 3-(-1360) 305 8- 9-( -88) 718 8- 4=(-126) 521 3- 4-(-1195) 337 9- 6-(-207) 1085 4- 9-(-126) 521 WEBS: 2x4 KDDF STAND LOADING 4- 5-(-1195) 337 9- 5-(-299) 232 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)401( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-1-1360) 305 BC LATERAL SUPPORT C. 12"OC. UON. DL ON BOTTOM CHORD- 42.0 PSF 6- 7-( 0) 57 TOTAL LOAD- 42.0 PSF OVERHANGS: 32.0" 12.0" LL 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 1538 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. lCOND. 2: D,-...a. +.a•a.wl, ._,___sa An.-.,.L,'._ _.-a.k. .., .1g. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL- -0.002" 0 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL- -0.003" 0 -1'- 0.0" Allowed - 0.133" MAX LL DEFL- -0.035" 0 14'- 6.1" Allowed - 1.054" MAX TL CREEP DEFL- -0.071" 0 14'- 6.1" Allowed- 1.406" MAX LL DEFL - -0.002" 0 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL- -0.003" 0 23'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.016" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL - 0.026" 0 21'- 6.5" 1' 1 1 Design conforms to main windforce-resisting 5-08-13 5-03-03 5-03-03 5-08-13 system and components and cladding criteria. '( Wind: 140 mph, h-22.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 27 Q 7'00 load duration factor-1.6, 4.0" Truss designed for wind loads 4 A`'.( in the plane of the truss only. 1a\ M-1.5x3 M-1.5x3 3 ,,,,,,Allk AIIIIIIIIIIIIIh''4 In o ..,. ati r: .� e o M-3x4 M-3x4 M-3x5(6) M-3x4 M-3x4 o 1 J ) 1 1 7-05-14 EV PROFS 7-05-14 7-00-05 1 12-00 t GINE k 1 10-00 22-00 1-001\5 N Fii) g,..y 1-00 :9782PE r JOB NAME : POLYGON NW PLAN 7-A NH - F2 Scale: 0.2557 nr. WARNINGS: GENERAL NOTES, unless otherwise noted: V --.• 1.BuWer and erection contndor timid be advised of el General Notes 1.Thi.design is bawd ony upon lM parameters show,and Is for en Individual '"7 _REGON2o'� �. Truss: F2 and Warnings before construction commences. oldng component APPIIabiny of design parameters end proper -V V 2.234 compression web badng mud b.Installed there Worm•. incorporation ofcomponent ls to responsibility of the building designer. '4RY 15 !, 2.Design assumes the top and bottom Words to be lethally braced at \y 3.Additional temporary bracing to insure said t4Illy during construction 7o.c.aat 17 o.c.respectively unless bread throughout m.k length by lame nspanddlay of the erector.Additional peranerdbradng of conMaus sheet/ling such C.pyeood sheemhg(TC)and/or drywel(BC). �� Pq.0 L. `` V DATE: 8/10/2015 the over.'RAa lame nsponeblmy of the bolding designer. 3.2s lmpadbridging or lateral bracing required won shown•• S E K 13 4 5 8 4 3 4.No bed should be applied to am component until after hl bndng end 4.Installation of truss is the nspondblly of the respective contractor.Q• fasteners are complete and at no the should eny beds greater then 5.Design assumes busses an to be used h a nonconosNe environment, design bads be applied to any component. and ere for'dry MI condition'of we. TRANS ID: LINKe.D.dgna.sum..limb..ring.t.lwpponaahown.smmorvnag.a EXPIRES: 12/31/2016 5.ComWTas hes no control over end ensconce no responsibility for the acessery. fabrication.handling.shipment end Inhibition of components. 7.Design assumes adequate drainage Is provided. August 10,2015 S.This design la furnished subject to the lbnnaticns set forth by S.Wes dal be bated on both roe.calms,end placed w their anter TRIMRCA in SCSI,copies of WOW oral be bmished upon request. nnuldeI )eentInes e.UeMp.pae . MITek USA.Inc/CompuTrus Software 7.6.6(11)-E 10.For baric connector plate design Wires we ESR•1311,ESR-195.6(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 ROOF ILBTR 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•I.00 BC: 2x6 KDDF SS LOAD DURATION INCREASE 1.15 (Non-Rep) 1- 2=(_12708) 2820 1- 8- - _ _ WEBS: 2x4 KDDF STAND; 2- 3<)-10490) 2372 8- 9=(-2318) 10550 2- 9=(_1920) 536) 2470 544 16-12=(-1536) 2544 2x4 IF STAND A; LOADING 3- 4-) -8090) 1872 9-10-(-1904) 8850 9- 3-) -776) 3504 2x6 ROOF 82 B LL 25 PSF Ground Snow (pg) 4- 5=( -8090) 1872 10-11-(-1904)TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 8850 0-34-(-1814) 896 BC UNIF LL( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 5- -)-10490) 2372 11-12-(-2718) 10550 10- 4=(-3170) 7896 TC LATERAL SUPPORT C. 12"OC. UON. (-12708) 2820 12- 7=(_2334) 10626 10- 5-(-3170) 760 BC LATERAL SUPPORT <- 12"OC. UON. 5-11-( -776) 3504 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL --,"-' ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Join together 2 ply with 7"x.131 DIA GUN BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA XX22XX,^' nails eta BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) v Y g1e red at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1908/ 8576V -139/ 339H 5.50" 13.72 ROOF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, '- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF ( 625) 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. law). 2: p...,1,�e,-1•,.-11,„ •••.-..........-L•.. _ -.,11,"..y 1.�.,, iig• VERTICAL DEFLECTION LIMITS: LL-1,/240, TL-1,/180 MAX LL DEFL - -0.144" 9 14'- 6.8" Allowed - 1.054" MAX TL CREEP DEFL - -0.291" 0 14'- 6.8" Allowed - 1.406" MAX HORIZ. LL DEFL - 0.048" 0 21'- 6.5" MAX HORIZ. TL DEFL - 0.081" 0 21'- 6.5" 11-00 'r 11-00 Design conforms to main windforce-resisting system and components and cladding criteria. 4-03-12 3-05 3-03-04 3-03-04 3-05f 4-03-12 Wind: 140 mph, h-22.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 f T f T '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 IIM-6X6 12 load duration factor-1.6, Truss designed for wind loads Q 7.00 in the plane of the truss only. 6.0" 4 ms, M-3x6 M-3x6 M-3x6 z M-3x6 r! `66 1, M-6x10 o �`W M-6x10 d T �n� IZp �n R q 1" 11 IIew IIM IMI -� o o M-3x8 M-6x8 0. 25" M-6x8 M-3x8 0 11 12 -7 to .7.7M-8x8(E) o l 0 l 4-02 3-03-04 3-06-12 y 3-06-12 y 3-03-04 y 4-02 y P R y ' D OAF 22-00 l - ENGIN • kJ. JOB NAME: POLYGON NW PLAN 7-A NH - F3 89782PE fir' Scale: 0.2911 '--- WARNINGS: GENERAL NOTES, unless otherwiw noted: _V Truss: F3 I.Milder end erodbn comrador N°dda.tivhed of all General Notes 1.ITN ria.stn Is based any upon Ma f/ and Warning*erbebra construction commences.should be advised ITNdtg component.A k.bp parameters shown and la for an Indwbuai S Zee compression web bracing m et bebdaMdwhere shown.. nerp°nlbnofe PPI Iya10.slpnparameteroaMproper , .1 OREGON OREGON o.-.�. 3.AadlUonal temporary bracing I°Weare Wadley during congrudl°n p 2 Design assumes pent boa°de..bstoanent Is No respondbIlly ften Wendyng braced Knuth ✓ DATE: 8/10/2015 Is me rospondNlpy of ma erector.Additional permanent b.dnp o/ 7ex.endal 1p o.e.respeclivey unless breed Mugged Web length by ��/_ �'lY �� the°verse structure la the reapnndbety of IM bueding designer. continuous shging or such es plywood sheathing(TC)and/m dryvn8(BC). !r ,.a SEQ.: K1345044 4.Na bad should beeppgedtaany component untialengbred and 4.4.Int'npadbrd,u,eh etenmraaibirequired tyofMerewre4awn.. �A UL r teueners are complete and al no time should any bads greeter than 6.D.ggnterumon of essWWiseare the be uauud Ifn a non�mmis..environment TRANS ID: LINK design bade be applied to any component end ars for•try aondhbn•of use. 8.Design assumes fug bearing el all supports shown.Shim or wedge If 8.CompuTrus Marg control over and aewme m raapandbety for the fabrication,hending.shipment and Installation ofcomponents. ereery' EXPIRES: 12/3112016 6.This design's furnished subject to Me Ibnl-I50,sal form by T.Design assumes adequate drainage Is provided, TPWVTCA In 8501.copies of witch we be fumbhed upon request. 4 IePlattcondA with( bet centes shall be looted on r boll)faces Miss,and plead so their eller August 10,2015 Wok USA,InGlCompuTNs Software 7.6.6(11,}E 9.Digits Indicate sue of plate In Inches. 10.For MN canned*,plate design Values see ESR•1311,ESR•f 888(Mick) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER 4PECIFICATIONS TRUSS SPAN22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE= 1.15 1- 2=( 0) 50 2- 8=7-2247 1261 3- 8=(-311) 220 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 BC: 2x4 KDDF STANDR 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 5-(-311) 220 WEBS: 2x4 KDDF STAND LOADING 4- 5-(-1318) 338 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1504) 335 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL- 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP lc.aly.. A ..l....".....1,,,L.,"..._...a -,:_.-4 -.L"-• '"r"l+g• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TLL/180 MAX LL DEFL = 0.002" 9 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL= -0.003" 9 -1'- 0.0" Allowed - 0.133" MAX LL DEFL - -0.043" 9 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL= -0.088" 9 14'- 5.8" Allowed - 1.406" MAX LL DEFL - 0.002" 9 23'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL- -0.003" 9 23'- 0.0" Allowed- 0.133" MAX HORIZ. LL DEFL- 0.018" 9 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" 9 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. T Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-50, 5-09-04 5-02-12 5-02-12 5-09-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), fload duration factor-1.6, 'f 12 End verticals) are exposed to wind, 12 M-4x6 " 6.00 Truss designed for wind loads 6.00 in the plane of the truss only. 4.0" iu ,U M-1.5x31\ M-1.5x3 3 5 o �{rn Yo aW M3 Ise v t 1 4 8 9 oI M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 cs 0 l l l y 7-06-03 7-06-03 6-11-11 l 10-00 l 12-00 �j� N io Y l /\ NGFRsQ -o 22-00 1-�� 89782PE r JOB NAME : POLYGON NW PLAN 7-A NH - G1 Scale: 0.2557 ,,/, 1 --<;, WARNINGS: GENERAL NOTES, odess otherwise noted. ,� •I OREGON O� �_. 1.Bottler and eredbn contractor should be advised of sl General Notes 1.This design Is based orgy upon the parameters Mown andls for an bdlvidud 77+ V - Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper ei Incorporation of component is me nsponslbllry*Mho bolding designer. qRY 45. Gj � M 2.2s4 compreubn web Mdng mud be installed Mere Mown h. t Design assumes the lop and bottom chords to be Mersey M "9ad at v 3.Additional temporary cbp Insure rae Wadley during construction T o.a dMm and 18 o.o.respectively unless ad throughout Neo length by t la the rsapondb0lly of the erector.Addlbnal permanent of continuous such as plywood ahealhlrp(TC)anror dryvall(BC). �'8 Pq U.L. �`' DATE: 8/10/2015 the overall structure la the responsibility of the bolding designer. 3.2s Impact bridging or latera bradng regohed where shown••• SE 345845 4.Noload.bsaldbeapplied bany cornpountuOlaneratbrsdngand 4.eth0,8onoftrues Isthe responsibly ofthe napeetNaantrsdor. Q•• K1fasteners era complete and at no Irma should any bads greater than 5.Design assumes imams are to be used in a non-corrosive environment. deign bode M applied to any component. end ars%City condition'of use. TRANS ID: LINK 8.Design assumes AA bearing atal.upponaMown.SNmorwedge II EXPIRES: 12/31/2016 S.CompuTrus Mann control over assumes no for necessary. fabrication,handling,shipment and Ynblla.on of components. 7.Design assumes adequate drainage h prodded. August 10,2015 O.This design N NmlMed subject to me lbnnalbm set fano by e.plates dreg be baled on both faces dims&ale placed se thea center TPgWTCA In 0057,copies of while We be lunched upon request. Ines cobdde with Joint center lines. 9.Digits Indluie she of plate In Inches. MRek USA.Inc.ICompuTrus Software 7.6.7(11)-E 1o.Forbade connector plate deign values no.ESR•131/.ESR•1O88(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC • ',, LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" [COND. 2: Design checked for net(-5 TC: 2x4 KDDF NISBTR (— p3f) uplift at 24 "oc spacifig. LOAD DURATION INCREASE a 1.15 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. Design conforms ntoe main and cladding criteria TC LATERAL SUPPORT <e 12"0C. UON. system and components cladding criteria. LOADING BC LATERAL SUPPORT <e 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSF Wind: 140 mph, hel5ft, closed.2,BCDLe6.0, ASCE 7-10, DL ON BOTTOM CHORD 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), TOTAL LOAD 42.0 PSF load duration factorel.6, End verticals) axe exposed to wind, LL a 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UO J. 1-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 11-00 11-00 12 f 6.00 17' I)M-4x4 12 3 Q 6.00 rn 2 O I 4 iII O 1 o O M-3x5(S) o M-3x4 M-3x4 1 10-00 y 12-00 y y 1-00 y 22-00 '�<--�.1G N•�Fe (9 c 89782PE 9r JOB NAME : POLYGON NW PLAN 7-A NH - GGE / �� Scale: 0.3652 //// WARNINGS: GENERAL NOTES, arks.otherwise noted: Truss: GGE I. 40 Balder anderedkncontradorehoddbeadrhedafelGeneralSales 1.Ills design Is based onyupon the parameter.elms,and Isfor anmdwldual y OREGON '•• and Warnings bolero construction commences, building component.Applicability of design parameters and proper `A - 's- 2.7x4 compression web bradeo mud W maolNd Mere shown•, Incorporation of component la theee responsibility al the bulling designer. ///��G 3.Malllonal temporary bracing to Insure stability during construction L Tee,Desigred.: s.tap and bosom...ba to be laterally braced at � '9RY 15 `� is the responsibility of the'odor.Additional permanent bredrg of 2o.a andel 10 o.e.roap•da plywood unless booed throughout their length by \ DATE: 8/10/2015 the overall structure taint reaporwlbey stint balding desipnar, continuous sheathing sun es.dn required ark/or drywal(BCJ. /ti (� 4.Na bad should M spoiled e a 3.2r laO Ihad of truss or Morel bracing regv.h pasll awn.. A.0 L. `` SEQ.: K1345846 ppm any component anti ever al bradng end 4.Inatalalbn ofWss Is the responsibility of the respective mmnder. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses era to be used In a nonurmsoe environment. TRANS ID: LINK design loads be applied to any component. end are for-dry condition'ofuse. 5.CompuTrus Me no Bed le over assumes co responsibility br the S.Designnecessary,assumes het bearing at al supports Mown.Shim or wedge if EXPIRES: 12/31/2016. febrkdlon,handling,shipment and Installation Components. neaes.ary, 0.This design is furnished willed to the&mations rel forth by 7.Design/c,c assumes o tedv on both Page is prodded. an August 10,2015 H.Plates shall be baled ce l.nIfaun ethos,and placed wthek comer TPIIWICA m SCSI,copies of Minh WI be finished upon request. Ines comd&withjoM centerlines. MRek USA,Ino./CompuTrus Software 7.6.7(1L{•E N.Digh.mdkale dee of plate k mane.. 10.For basic connector plate design vduee en ESR•1311,ESR-I988(MIT•k) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 2'— 11.0" ICOND. 2: Design checked for net(-5 paf) uplift at 24 "oc spaciftg. TC: 2x4 KDDF 0160TR LOAD DURATION INCREASE = 1.15 Design conforms to mein windforce—re sisting BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. system and components and cladding criteria. WEBS: 2x4 KDDF STAND LOADING Wind: 110 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF interior zone, load duration factor=1.6 TOTAL LOAD= 92.0 PSF .......iiiiiiiiiii Note:Trues design requires continuous LL = 25 PSF Ground Snow (Pg) bearing wall for entire span UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 2-09-04 0-01-12 1 4 '( 12 4.00 C7 M-1.5x3 3 —/ en I to In Irlial.1.11111111111 M-2.5x 2 0 M-145x3 1 y l 1-00 2-11 �coANG N $- `r/p. c� . 2 44..., /89782PE r-- JOB JOB NAME : POLYGON NW PLAN 7—A NH — H1 ///:/1-----77'11 .--7:-----" /cam\� Scale: 0.7180 r p/ C\ h WARNINGS: GENERAL NOTES, ode..eoamHramete: .w ..' .OREGON f',r�, t.Binds,and er.Wen contactor should be edvhed of al General Notes 1.TTI.design Is Weed only upon No parameters shown and Is for an Individual Li '(/ �Q. Truss: H 1 and Warning.before construction commences. building component,Applbab1ly of design parameters and proper 2 2s1 compassion web bndng mud be fronded nfnra shown., mcoryonlbn of component la the nspon.bldy of the building ds.ipner. 9• 4 RV-A 3.Additional lemponry badng to insure daddy during condrudlon 2.Design names ms lewd bottom dards to be Wisely band d I 1 ��j. b me responsibility of me snider.Additional permanent basing of continuous so el1.ox.such as I unless ed.anted throughout and/or .I)8). Mlnuu.shumm9 such..plywood ohedhtrq(TC)md/or drywel(SC). � PA_U`,.C;\ DATE: 8/10/2015 the meal structure b the responsibiny of biding designer. 3.24 impact bridging or I.tanl brining required where dawn•• S E K 4.No load should be applied to am component unul b .ner ell Installation and 4.Installationon of trues I.the responsibility of me re.pectNntn e codor. Q•: 13 4 5 8 4 7 f.denen.n compete and d no Ome should any Made greeter than 5.Design oxime.busses or.to be used Sr.noncorroslne environment, design b ads be applied to any component. end ere for•dry condNorf of um. TRANS ID: LINK 5.CompuTnnMsnocontrol omrend n mourn.noeponsMiltybrthe °•Design assumes h"bearing't"supports shown.shmerw.eg.0 EXPIRES: 12/31/2016 necemary. fabrlatbn,handling,sirIpment and m.l.IhSon of components. 7.Design emume.edequale damage Is provided. August 1 10,2015 8.This design Is furnished abject to me fimh.11ons ml forth by 8.Poles Mal be bated on Mm dimes,fame aa,end placed their ceder TPIWI CA In SCSI.coples°NSW,ell be furnished upon request. Ines coincide with told comer Me.. 9.Digits Indicate mise of plate In Inches. Wee USA.)nc./CompuTrus Software 7.6.4(1L)-E ID.For basic connector plate design velum me ESR.1311,ESR.1900(MITab) 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 ROOF 816BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF R168TR SPACED 24.0" O.C. 1-2=(-29) 14 1-3=(0) 0 WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <- 12"OC. UON. LI.( 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) JT 1: Neel Co plate corner - 5.25" 12 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 v LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Delion checked for net(-5 oaf) uplift at 24 "oc soar illg. I'' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.004" 0 0'- 0.0" Allowed - 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.003" 0 0'- 0.0" Allowed - 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.008" 0 2'- 5.6" Allowed - 0.183" MAX TC PANEL TL DEFL - -0.010" 0 2'- 7.0" Allowed - 0.274" MAX HORIZ. LL DEFL - -0.003" 0 3'- 11.2" MAX HORIZ. TL DEFL - 0.003" 0 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 ,/ Wind: 140 mph, h-19.eft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, lir Truss designed for wind loads in the plane of the truss only. Al Lrt "r r to 1 / r / / t I 1 [ _ M-3x8 \ I'\ M-3x6 l y 3-00 c. 1 4-00 l S��NG N F•Lel Ii, I PROVIDE FULL BEARING;Jts:4,3,2 I ,LS �V 9782PE -72.,.. r JOB NAME : POLYGON NW PLAN 7-A NH - H2 f-fr" Scale: 0.9459 `"•"' WARNINGS: GENERAL NOTES, ante..sth.nel.s noted: "� OREGON h Truss: H2 1,Bulderand eredlonconlraer,Iruidbeadvised ofalGenarlNotss 1,ThlsdestonIsbased pponenupon tie parameters shown,eendpfor eniMlvidual ;, and Wamhpe before construction commons. bolding component.Applicability of design parameters and proper 'A�/ , Q'' 2 ze4 compression web bracing must be installed More sherm.. ncorporuon of component Is me responWliry aline building designer. 2 3.Additional to brad b Insure stabil during Design aswmee m.lop end billion dross to b latently braced r (<„,. 2. temporary Iro era goomtmxtbn w ��q 5 Q� le the responsibility of the erector.Additional permanent bradng of 7o.0.eM,17G o.e.rsp,cWely unless braNdlrouoheN their length by DATE: 8/10/2015 the overs stmeture is the respansbelly or the bolding designee comnwusehedmor auehaeprynnodukedsl Rc)aves•drywegec), PA UL. �\ 4.Na bed should be applied to any component anti alter,1 bracing d 3• Impact bridging or Wesel bracing ragokeof e vnera shown.. SEQ.: K 13 9 5 8 4 6fastener are complete and el no time should any bads grater Dun 4.Design assumuerruswhes are to be used n a non•conoatve ective nvironment, TRANS ID: LINK dedgn bads be applied to any component, end are for"dry condition"of um. 5.CompuTruahes encontrol over and assumo.noresponsWlityfor me 8.Desipnrsumee041beampdalsupportssioxn.ShimstWedpelr EXPIRES: 12/31/2016 memory, fabrication,heI.Mntg.shipment and InstaMtion arco lndh bya. 7.Oeapn assumes adequate drenege Is prodded. August 1 0,2015 8.TMs design Is SCSI, d subject toms limitations set forth by 8.Myles shall be located on both races or buss,end placed r their center TPWyTCA n SCSI,copies of MAGI MI be furnished upon request. Ines conelde with)obi center Anes. MlTek US0.1ne./CompuTrus Software 7.6.6(1L}E 9.Digits Indicate etre of pate n Inches 10.For babe connector plate design values see ESR•1311,ESR•I988(MITek) -.: ::c...- .. _._—._._-..___.__ ..__._.... : 26'-0P ® CONFORMS TO DESIGN CONCEPT . ' 14'-0' I • 2Z-0. ❑ CONFORMS TO DESIGN CONCEPTWITH REVISIONS AS SHOWN • 0 NON-CONFORMING-REVISE AND RESUBMIT • -......r... ._--. •---.__ -....._.:_:. ...-_. THIS SNP C4201120 14 BEEN AEYIEI:N FOA CREME C«L'OSI:.A'.c . 5 1N TN DFSIN MEM'0515 AN DOES NST MINE THE Fll51551 IYLSOOP.OF P.ESPOSSIAILITY FOR CONFDANICE NIM IE - . ..- -..-:- C3 mom=AN SPECIFICATIONS ALL OF NICK PAYE NINNY . . . ... _... a a • . CLEF TES SNP MIN. 1: Ahold A.Solana Ort P:JPonr,SD.x115 8:12 6:12 7 ENGINEERING INC o C4 (4)• CD w'R_ Ws $tiir€ n E— • __- H pia V • _ _ LI 4gyp. fl T v W . 8888& V z z D rr co z z CC a .– 6:12 :L32i . o!,.. c� � �a=9 E— LL a p � �p6R n �zo ' ogr' Q 0210 anzoiszR§"..am N -- • -.. --- -- - o OLLy u QTC z z> Z W rE'7+ o� o o W o oQ a �, v z y 4. 2 \ ' 0 ❑ ❑ag,A. CV : r— N 15-0' j : ., //fA6116. 16. \ \. . 7 .41,4„ . 0\ \ , • I 412 1 N in vs. to / M L • /lu a° I261.0° I ID Copyright CompuTrus Inc.2006 BUILDER: ISSUE DA7E: ABOVE PIAN P PROVADEDFOR TRUSS POLYGON NW 09/12/14 TR ALCULATiOONNSRANO . . ENGINEERED STRUCTURAL ''1; t.. . PROJECT TITLE' REVISION-I: DRAWINGSFORALLFURTRER •.`., 7-B NH KDDESIG /ENGINEER OF MCCORD y�_a�t . RESPONSIBLE FOR ALL NON-TRUSS i.. . PLAN: DRAWN BY: REVISION-2 TO TRUSS OONNECTIONS.auLLDING M. b �� DESIGPEAIBJGMEER OF RECORD TO .. • 7-B NH / E3-NH CHECKED BY: REVIEWANOPPPROVEOFALL 4 �K t- Fr M'pH: Y- • DELIVERY LOCATION: SCALE REVISION- DESIGNS PRIOR TO CONSTRUCTION. IOC YF`U': 0.19"-1' T. All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. _ ......................_.._—...—. --. • .. .•. • , • 26'-0` 1 22'-Ou I "" 1 igi CONFORMS TO DESIGN CONCEPT 0 CONFORMS TO DESIGN CONCEPT WITH • o REVISIONS AS SHOWN 0 NON-CONFORMING-REVISE AND RESUBMIT (11200). 1:413 MP SSaIiS MS SEat REVItSS FDA MURAL 00REORERZE t . ------- —— - --- - - -- - ---1--- . aim 191 MICA=PT CM iso 00E9 ROT ROJEVE WE I FARRICKW9110DR Of RE009913113TY ISO CEIRULKKE CV 111 .AR ORAIRRS R00 SPEEIFIGATIORS ALL Si RIM.ME PRICRITT si r R TAIS SROP Nan. ..- 6:12 612 I 1 ..- L DOE tOLMILIgn ••-• Sy MAO ISOWA .- (4) I ..11 ENGINEERING INC CO C4 v co 11411111111114iiiiillr .11111.11111111111.1111.11 —• •— W Ill 2 I - =Er •:.': r4 1,..) 2 8 a...u• ., I . m I Eo t: L t uz i Liz el S: !,..9i8 • 6:12 u '-iz ii ; : - Z W 1.9 1 ,.>.R 1._ ... v. iv x 9 Te C2(10) i o ol- E I , 1. ... ,...o cc ve, 1 ,t MI -1.....1 ' v- v- cc 0 0 In oo N ! 11111111111111111ral 111111iiin 4 ... " ..___ 0 OW W Re9tEQk • . ..- 111.1111111111111.111111 83 (1) 16-0' 1111 111111 Flo II I I I I I II 0 t au LI 1 L.N I a me rA r,i rA y :. .1," ialrALWIrdr:dr i F- - LJ c.. MEMICireirev 8:114s,NX4Wr .dr 0.:1111LXVOr' dr . . iiiiMor,M,VMV7 Ir . - _ 1,........crammr.Awdir...- I II Ill LA 311 ki..*TI I rd 1 r./r A 1 ...........-.-:.6. — ..6 CO • . 1 I ...1, •-t Z.? 11111 ill 'IIII 111111.11111 ILIJ En , . .• . . . I 26'43' I . (*Copyright CompuTrus Inc.2006 SUILDEft ISSUE DATE ABOVE PLAN PROVIDE°FOR TRUSS POLYGON NW 09/12/14 PLACEMENT ONLY-REFER TO TRUSS CALCUUTIONS AND , -'' .• .• PROJECT TITLE: REVISION-I: ENGINEERED STRUCTURAL - "Ur '-• 7-B NH KD DESRD IGN=I4ATI°G4EEI.R OF RECO ...8 PLAN: DRAWN BY REVISION-2: RESPONSIIXE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BURDING .,• ,- . , . • -- • • • 7-B NH I B-NH I CHECKED Br DEOFESIGNERBENGINEER OF RECORD TO REVIEW ANDAPPROVALL S PFSOR TO GONSTRUCTION. A . TR USS DELIVERY LOCA770N: ISCALE: REVISION4: DESIGN -I.; — —-• • OA 1"-1' • • • • .• All designs are property of-Pacific Lumber and Truss.All designs are null and void If not fabricated by-Pacific Lumber and Truss. • • .• IIIIIIIIIIIfII LUMBER SPECIFICATIONS TRUSS SPAN 18'• 8.5' IONU 2; Du•ignShecked for nett-S to—MMUft at 24 'oc soecinoi TO: 2x4 KDDF 1116BTR LOAD DURATION INCREASE= 1.16 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KODF if168TA SPACED 24.0' D.C. NOT EXCEED 18%AT TIME OF MANUFACTURE. IC LATERAL SUPPORT<= 12'OC. VON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT<= 12'OC. VON. LL( 25.0)*0L( 7.0) ON TOP CHORD= 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD= 10.0 PSF Connector plate prefix designators: TOTAL LOAD= 42.0 PSF Wind: 140 mph h-21.2ft, TCDL=4.2 BCDL=8,0 ASCE 7-10 C,CN C18,CN18 (or no prefix) =CompuTrus, Inc (All Heights), Enclosed Cst.2, Exp. B, MWFRS(Dir), N,M2/HS,M18HS,N16 =MAX MT series LL=25 PSF ground Snow (Pg) load duration factor=l.8 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Trans designed for wind loons in the plana of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. i Gable end truss on continuous bearing wall MON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-03-04 8-03-04 l T T 12 12 +}6.001 IIM-4x4 Q 6.00 3 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSSES) A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE C,7 DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN , vs RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL ca BRACING TO THE HINGE TYPE CONNECTION. . sr 0 4 co ort 9 0. c O �`' ' 1 Tiiiiv,iiiiiiii(4/71111,111111,iiiiiizii,ii,11Th ,7 /,/,,,, ii,ii,r ,,,,,,ii,1111,,i,iiiiiiiiiiiiiiiii„ iiiiiiii,iiiiui/7isiiii }'i 0 M-3x4 M-3x4 ), )' 1-00 y y 18-06.08 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - AlC° �` • °2 Scale: 0.4672 : ��fff AAhw WARNIN08: GENERAL NOTES,unless othemise noted: • �P E . .. 1.Bander and woollen contractor should be advised of all General Notes 1.This design is based only upon the parameters charm and is for en Indhldual and Warnings before condrucdon commences. building component.Applcabiey of design parameters and proper - Truss: AlIncorporation of component lathe responsibility Otte building designer. `, '-d• •I ' 2.2t4 oompreuon web bracing mud be Installed shorn*. 2.Design assumes the op and bottom chords to be laterally braced Si •/_ '' 3.Additional temporary laadrg to insure stability during constmcdon r stn.and at 10'o n.raspecOv y unless braced throughout their by DES. 9Y: BS is therespeeslbioyoftheerector.Addhlonalperrnenedbmtlgof continuous sheerhagmit esplywood shqudng(rC)endfordrywalxac. y f�QFI.EGQN: DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bradng requiredwhem shown* G '�J� . ,,,`.!4` 4.No bed should to eppeed toenymnponent until aper anbradna and 4.InsteSefon of trues la the responsibility oftho respective contractor. . 1- A4. SEQ. : 6059056 fadeners are complete end et nems should any bads greater then 5.Design assumes busses are to be used to a nontanosive environment 1`} c • design loads be spitted to any component and era for-dry conalaati alit”. A ��', TRANS ID: 408071 5.CompdTnmhasnocontroloverandassumesnoresponsibilityforthe B.Deeogsassumeshdlbheadngatligsuppis pordwsshownShlmorrmd5eIl � RFSII..:' • febdcalion,handling,shipment tafiation 111111111111111111111111 I 1I ilii 1111 8.This design is furnished subject tothhe lmitatonslset orth by 8.Plates shall be o1 catedd n both taaa of buss,and placed so their anter • • 1111111111111111IIIIIilli llllf 11111 alll loll � �In BCSI,edea of wheal will be omished upon request. 9. int center Ones. IDig�cIndicate size)of plate ill Inches, EXPIRES:12/31/2015 MITekUSA IncicompuTfusSoftware7.8.8(1L)-E 10.For basic connector plate design values see ESR•1311,EBR-1988gAiTeiQ 1E111111This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 16'- 6.5' I8C 2012 MAX MEMBER FORCES 4WR(ODFICq=1.00 LUMBER; SPECIFICATIONSKOD11TRLOAD DURATION INCREASE= 1.15 1. 2-) 0) 50 2- B=(-378) 1540 3- 8=(•328 309 TO: 2x4 KODF RISBTR SPACED 24.0' O.C. 2- 3w .1751)J) 477 8. 6.(-431) 1540 8- 4=(-121 934 BC: 2x4 KDDF SIANDR 3- 4=•1351 268 8- 5°(-326 306 WEBS: 2x4 KDDF STAND LOADING 4- 5= -1351 258 5- 5' -1751) 502 TO LATERAL SUPPORT c= 12'OC. VON. LL(25.0)t0L( 7.0) ON TOP CHORD ° 32.0 PSF 6- 5c 1 50 BC LATERAL SUPPORT na 12.0C. UON. L OH BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0' 12.0' LL=25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix efiiynatCoro 0'- 0.0' -125/ 809V -82/ 82N 5,50' 1.29 KDDF ( 825 C M,U2085,M1OH8 a(or16 no prefix) = riesuTrus, Inc REQUIREMENTSIMITED AOF GE HCS 2012 ANDIRC2012 NOT BEING MET. 18'• 6.5' -120/ 809V 0/ OH 5,50' 1.29 KDDF ( 825 M,M20NS,M18N3, 16=M Tek N series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ( Q i o'ed for nett 6 esfl ift at 4 'ec sgacingj AHD BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL°U240, TL=L/100 MAX LL DEFL= 0.002' 0 -1'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL= -0.003' 0 -1'• 0.0' Allowed= 0.133' MAX LL DEFL= -0.075' 5 B'• 3.2' Allowed a 0,781' MAX TL CREEP DEFL= -0.141' 0 8'- 3.2' Allowed a 1.042' MAX LL DEFL= 0.002' 0 17'- 8.5' Allowed- 0.100' MAX TL CREEP DEFL a •0.003' 0 17'. 6.6' Allowed= 0.133' MAX HORIZ. LL DEFL= 0.059' 0 18'- 1.0' {i 8-03-04 8-03-04 MAX HORiz. TL DEFL= 0.091' a 16'• 1.0' 4-04-11 3-10-09 3-10-09 DESIGN ASSUMES MOISTURE CONTENT DOES .( 4-04-11 T NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 12 111-4X6 ". :16.01:: system and oomponents and cladding criteria. 6.00 4.0a Wind: 140 mph h=21.2ft, TCDL=4.2,BCDL=8.0 ASCE T•tOt 4 (All Heights), Enclosed Cat,2, Exp.B, MWFRS(Dar), 1111111111111\ load duration factorol.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 .aiggillIlIlIllM-1.5x3 el c Fa■.7 b ' M-5x8 o M-3X4 M•3X4 0 oo tey 0 • 30•. 123.00 .00 12 12 J' y ' )' ), 1-00 8-03-04 8-03-04 1-00 k J- 1-00 16-06-08 16-06-08 1-00 DPRDF ,• • 0, :.. Vis.. JOB NAME: POLYGON NW PLAN 7-B NH - A2 (N• . Scale: • 0.3206 "S ti, / WARNINGS1 GENERAL NOTES,unless othemisenoted: '47 >32o0PE r• 1.Builder and amnion contractor should be advised of en General Notes 1.This design Is basad only upon the parameters shown and Is for an Individual and Warnings before contraction commenen. building component.AppRestay of design parameters and proper Truss: A2 Incorporation of somponmd le the rasponslbllty of On building designer. :... '. 2.2x4 compression hredrng mus)bo installed when shown�. 2.Design assumes the top and bottom chords to be laterally braced at .-'_� ; •, 3.Adalondtemporarybndngtoint110*URIdudngconsWction 2`o.e.end.110o.c.rospo elyunl abncadthroughoutthokfe,nggltfh�ay (m:- DES. BY: BS is therospomibifly of 1f»erector.Additionet permanent breohg or continuous aherdNng such ss plywood sheathing(M)ondbrdnywoU(aCI. ed '40' DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.Zs Impact bridgkq or latent boning required where shown++ (SE#EC�QN: b `. 4.No load should be tippled to any component until attar all brazing and 4.Installation of Inn Is the respomlNmy of the respective contractor. ,, 4 "•' : . SEQ.: 6059057 fasteners am Complete and at no time should am loath motor then 5.Deign assumes truss.;en to be used Ina nomconosio environment, /•. 9�. : - 1. design loads be applied to any component. and ale tar'dry Cordl6an'of uta. :.• 14.2' 6.Otsign assumes lel basdng at en supports shown.Shim orwedge If 1� •Qj ' TRANS I d: 408071 8.CompuTns ha no control over and assumes no respor,sldRH forth. noashary. • . -R rt lt-' • ' fabrication.handing,shipment and tnslallaeon of components. 7.Dadgn assumes oda oats dninaga h provided. - 8. isdesiTPUWIVgn tsfurin 9shedsucopies afwhlehwtgbeturnishedupoenquest e.PlinatassMllbelohalobdod center onboth nns.of buns,and placed so their center ' IIIN>IIIIIIINNIIIIIIII IIIIIfI�N�lI INITekusA IncJCompuTrussolhvare7.6.6(1L)£ 10.FForbbarkw n:aosalatadesig es see ESR•13n,ESRV19413(WeIO EXFIRE5:12/3112015 • 1111101111111 This design prepared from computer input by PACIFIC LUMBER-BC 11 LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0,0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1 TC: 2x4 KDDF 015BTR LOAD DURATION INCREASE= 1.16 1. 2=( 0 50 2.10=-251 92 10- 3= -12) 169 + BC: 2x4 KDDF 01EBTR SPACED 24.0. O.C. 2- 3= 69 347 10-11= •256) 90 3.11= .470) 184 I WEBS: 2x4 KDDF STAND 3- 4=(•146 779 11-12=(•682 251 4-11=€.1145 248 I LOADING 4. 5=( .74) 220 12-13= 48 472 4.12= 98 806 TO LATERAL SUPPORT<= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6.( .85) 246 13. 8.(-241) 848 5.12= 361 143 1 BC LATERAL SUPPORT<= 12'0C. UON, DL ON BOTTOM CHORD= 10.0 PSF 8- 7=((•566) 90 12- 6= -765 194 1 TOTAL LOAD= 42.0 PSF 7- 8=(-980) 274 5-13= 0 450 OVERHANGS: 12.0' 12.0' 8- 9= 0) 50 13. 7=( •346) 219 I LL=25 PSF Ground Snow (Pg) U-1.5x4 or equal at nonstructural vertical members (non). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA 1 REQUIREMENTS OF I80 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1 Connector plate prefix desi nators: 0'• 0.0' .61/ 213V .135/ 1350 119.00' 0.34 KDDF ( 62$) 0,00,010,0018 ((or no prefixes) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 6'• 1.0' •72/ 109V 0/ OH 119,00' 0.17 KDDF ( 625) M,M20HS,M18NS,1116=MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT N0N•CONCURRENTLY. 9'- 11.0' -231/ 1805V 0/ OH 119.00' 2.57 KDDF ( 625) 26'- 0.0' -109/ 613V 0/ OH 5,50' 0• .08 KDDF ( 825) 1 Refer to CompuTrus standard , gable end detail for complete ''' , , - , ,. specifications, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002' 0 -i'• 0,0' Allowed= 9.100' MAX TL CREEP DEFL=-0.003' 8 •1'• 0.0' Allowed= 0,133' MAX LL DEFL= -0.036' @ 21'- 8.1' Allowed= 0.781' 13-00 MAX TL CREEP DEFL= -0.065' 0 17'• 8.8' Allowed= 1.042' 13-00 MAX LL DEFL= 0.002' 8 27'; 0.0' Allowed= 0.100' 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX TL CREEP DEFL= •0.003' @ 27'• 0,0' Allowed= 0.133' MAX HORIZ. LL DEFL= 0.021' @ 25'• 6.5' MAX HORIZ. TL DEFL= 0.034' @ 25'• 8.5' M-3X5 IM-4X4 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19k AT TIME OF MANUFACTURE. 12 M-1.5x4 g 4411,1-3x5 M-3x5 6.00P' M-3x512 Design conforms to nein windforce•resisting M 1.5X4 06.00 system and conponents and cladding oriteria, M-3x4 M-3x5 ; M 3X4 Wind: 11(40 mph h=22.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10 load Heights),on Enclosed, Cat.2, Exp,B, MWFRS(Dir), ca �,. Truss designed for wind loads c M•3x6 in the plane of the truss only. M-1,5x3 0.2.6x4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outlookers. 2x4 let-ins r`� 'A of the same size and grade as structural top 0 i3 chord, Insure tight fit at each end of let-in, M-5X8 M-3x4 chord,kIns oust ge cut with care and era _„401111111-12 ca permissible at inlet board areas only. A-•-,- 3 i•.rt M-3x8 o oM-1�o5x3 11 0 M-3x4 M-5x10 - G,00 3.00,==-- I 12 12 y y k l b 1 9-11 3-01 4-08-12 8-03-04 3. 3. y 3, 3, 3. 1-00 9-11 7-09-12 8-03.04 1-00 • 1-00 26-00 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - 61 Seale: 9.2,4G �5 '• � P" ss�o�Al11 WARNINGS: GENERAL NOTE6,unless othomise noted: `r�r�I.z„f •.;vim: 1.Builder and erection cordredor should bo edvtsed arae General Notes 1.This design la based only upon the premolars ahem and Is for an Individual >i7G�V� ti` Truss: Bi and Warnings before construction commences. building component Applioabmty of design parameters and proper 2.214 compreedon web bredng must be inateRodwbore*boom e. Incorporation oroomponont to the re:porn:Naly 011ie butting deet nor. / :."' 3.Additional temporary bredng to insure sWbiely dvdng eonstrudion 2.Design sesames the top end bottom chords tote laterally braced e1 DES. BY: BS is the rez mlbiil of the erector,Additional 2'o.c•and at lC cc.respedlvey unless braced throughout their length by po ry permanent of continuous shaaedng such as plywoodaheatNng(TC)and/or drywan(oC). r.-:40.�0'%-•` DATE: 9/12/2014 the overall structure Is etc raepondUety of the butkeng designer. 3.2r Impact bridging or Lateral bracing roqulrodwhere shown+. . Q' 4.No load should besppeedtom ycomponent unlit anotaft bredngand 4.Inste9ationorWssIstherospomlNliityefiherespectivecontractor. 'C5FIEGQN� '''.`y: SEQ. : 6059058 fasteners are complete end at no time should any loads greater than 5.Dalian assumes 222222 are to beusodto2nonKonoaNaenvironment •Zw'' vy�"p N; design bade be applied to any conpanont. and are br'�dry condition'of use. • '-✓., "ry.'.' TRANS ID: 408071 5.CompuTrus hoe no conaot over and assumes no respomfb oly for the 6.Design assumes fun bredng etas supports shown.Slim or wedge if :•. : • 14.•�� 'P;'• faMlcation,hand nocoasery. ' brg.shipment and installation ofcompononta. 7.Design assumes adequate drainage Is provided. "�Ff-� `;1��;, . • (I�I�+I�I��II iIIII I'll III) ��(IU II I 8.TMs design Is famished subject to the Irritation sot forth by 8.Plates shall be located on both rocas of truss,and pissed so Colt center ....R'.14..1.1_:.\•-•::.''' '.,. I 7PI/=in 8081,copes of Wtrlch Ail be fdmlehed upon request ones coincide with joint center time. 9.Digits trtdcote d=o of plate In Inches. MITekUSA Irtc✓CompuTrusSOftwafe7.e.8(1L)•E 10.ForbubeonmdorplaletksignvalvesseeESR•1311,ESR-1B880RTelp EXPIRES;12/3112015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC • TRUSS SPAN 28'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq'1.00 TCSPECIFICATIONSH19LOAD DURATION INCREASE =1.95 1. 2=(( 0)))))) 50 2.10=(-247 1594 10. 3=r 0 228 TC: 2x4 KODF #168T9 SPACED 24,0' 0.C. 2- 3=(-1888 381 10-11•(•249) 1591 3-11= -378 107 , SC: 254 NODE SIANDR 3. 4=(-1479 369 11.12=(-171 1308 4-11= .85 76 WEBS: 254 NODE STAND LOADING 4- 5•(-1343 362 12-13=(-438 2628 4.12= -183) 151 LL( 25.0)4DL( 7.0) ON TOP CHORD= 32.0 PSF 5. 8=(-1368) 346 13. 8=(-616 2784 5.12= -207 963 IC LATERAL SUPPORT<= 12'OC. VON. 6. 7={-2946)) 590 12. 8= -1728 395 BC LATERAL SUPPORT<=12'OC. VON. DL ON 801109 CHORD= 42.0 PSF 7. 8=1.3145 715 8.13= -191) 1428 TOTAL LOAD= 42.0 PSF B. 9=( 0) 50 13. 7=( .104) 165 OVERHANGS: 12,0' 12.0' LL =25 PSF Ground Snow (Pg) Connector plate prefix designators: T BEARING MAX VERT MAX HORZ BRG REQUIRED BOO AREA C,CN HS8,CN18 M(or16 no Milk =riesuTros, Inc REQUIREMENTS STORAGEF IBCS2012 ANDIBC2012 NOT BEINQAMET. LOCATIONS REACTIONS REACTIONS SIZE SL.IN. (SPECIES g,N28H5,N18HS,N18 =N Tek MT series 0'- 0.0' •179 1206V -134) 134H 5.50' 1.93 KODF ( 625 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD.TOP 26'- 0.0' .1791 1206V 0/ OH 5.80' 1.93 KODF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I_CONO 2 Design checked for Heil 5 enfl vetlft ai 24 'dc seaclto I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL= 0.002' @ -1'- 0.0' Allowed= 0.100' MAX TLCREEP LL DEFL= .0.170' @ 17'- 8.8' Allowed a .133' VX1,264' MAX Tl CREEP DEFL= •0.335' @ 17'- 8.8' Allowed= 1.872' MAX LL DEFL= 0.002. 0 27'- 0.0' Allowed= 0.100' MAX TL CREEP OEFL= •0.003. 8 27'- 0.0' Allowed= 0.133' 13-00 13-00ff T MAX HORIZ. LL DEFL= 0.098' 5 25'. 8.5'MAX NORIZ. TL DEFL= 0.162' @ 25'- 6.5' 5.02-12 4-08-04 3-01 1 4-07 T 4-00-05 1 4-04-11 T DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19t AT TIME OF MANUFACTURE. 12 M-4x6 d e.o0 Design conforms to main windtorce•resisting 6.00 a 4.0' system p and components and cladding criteria. • Wind: 140 Helghts),4Enclosed-4Cet.2, Exp B,ASC RR8(Otr), M-3X4 load duration tactor=1.6 4 Trues designed for wind loads M•3X6 in the plane of the truss only, 07 o M 3x4 M-1.5x3 m e': 1. o� M•5x6 =M-4x4 0 12 a M-3X10 c ,'-`Lt- c 1 10 11 o O M-3X4 M-1.5x3 M•5x10 -.=13.00 3.00 -. 12 12 y 1' J• J. y 5-01 y 4-10 3-01 4-08-12y 8-03.04 y y y y 8-03-04 1-00 1-00 9-11 7-09-12 J, 1-00 26-00 1-00 1 JOB NAME: POLYGON NW PLAN 7-B NH - B2 Scale: 0,2140 ." ' O4; ' h:rzr c : . WARNINGS: GENERAL NOTES,unless other*e noted: 'D2��.1-G 1.Builder and emotion contractor should be advised of all General Notes 1.Thisbiddeing�ompba ed upon l e parameters d remelga pem shown and Is ssf individual i/'� ;•, - Truss: Br2 and Womress baron construction commences Incorporation of component is the responsibility of to building designer. ,. 2.2x4 compression web lwadtrp worst be Irtsteaad where shown*. 2.Design assumes the top and bottom chords to be laterally braced at '-�, •• ''r 3.Addldonai tempo Ey bracing to Insure aieblety during consbucton 2`o.e and at l0'o.a respectively unless braced throughout their length by 4111,,....:'- • DES. BY: BS is the responsibility of the erector.Additional psm anaM bracing of continuoussheaOdng such asp lywoodehoatNng(TC)and/ordrywal8C). DATE: 9/12/2014 the overall structure Is the responsibility Ogle building designer. 3.2z Impact bridging or lateral bracing required where shown++ • .y7 iOREGON:p AGI' 4.No load should be eppked to any component until after a9 bracing end 4.IttslatisOon of buss is the,asponaIlety of the respectNe contractor. 7. ' - SEQ. : 6059059 resigners are complete and el no time should any bade greater than 5.Design assumes Omega ate to be used In a non-cormslve environment, f ,Y_1.4 Zl�' design loads be applied to any component end embrayfullberi of use. .:a; 1.4. ,.• 6.Deign assume.full beefing at an eoppods sham.Shim orwedge lf r� TRANS i D: 408071 5.CompdDua he",„0"1","end saeumes no responelNty for the neCBssary, �`R n,,1,`r, bbdae00n,banding.aidpment and Installation of components. 7.Dsslgn esstane edogveto drelnage i omvldad. ,• 8.This design Is femlohed subject to the Owftaeom set forth by e.Plates shad be btelasgd en both faces trued,and placed ao thabcontor 1111111111111111111111111111111 MITe�k SA,,InciCompulrue Software 7 6 6(n SCS1.copies of which will be (11L)E upon request. 10.Digits baOnes asslconnector noncide with hots destg�ices see ESR.1311.ESR-1888 WRTek) EXPIRES:12/31/2015 Ilillllllillll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 SAX MEMBER FORCES 4WR/D0F/C =1.00 TO: 2x4 KDDF#1&BTR LOAD DURATION INCREASE= 1.15 1- 2.i 0) 50 2- 8= -2701 1528 3. 8. -383 258 BC: 2x4 KDDF @1SBTR SPACED 24.0' O.C. 2- 3= -1813398 . 9=(-124 1001 8. 4= •128) 638 WEBS: 2x4 KDDF STAND 3- 4= -1690) 399 9- 6=1-298 1628 4. 9= -128 838 LOADING 4. 5=(•1590 399 9- 5=(-383 258 TO LATERAL SUPPORT<=12'0C. UON. LL( 25.0)+0L 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1813) 398 DC LATERAL SUPPORT<= 12'0C. VON. DLON BOTTOM CHORD = 10.0 POP 6. 7=( 0) 50 TOTAL LOAD= 42.0 POP OVERHANGS: 12.0' 12.0' Connector plate prefix designators: LL=25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRIG REQUIRED BRO AREA P 9 LOCATIONS REACTIONS REACTIONS SIZE 8Q,IN. (SPECIES) C,CH,C18,C 18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -1791 1205V -134/ 134H 5.50' 1.93 KODF625 M,M20HS,M18HS,M16=MSTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IOC 2012. 26'• 0.0' -179/ 1206V 0/ off 5.50' 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I,1 ' I. .i . . , ," - , , I, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LI.DEFL= 0.002' @ -1'- 0.0' Allowed. 0.100' WAX TL CREEP DEFL=-0.003' @ -1'- 0.0' Allowed= 0.133' SAX LL DEFL--0.063' @ 17'- 1.8' Allowed= 1.254' MAX TL CREEP DEFL= •0.127' @ 17'- 1.8' Allowed= 1.672' MAX LL DEFL= 0.002' S 27'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL= -0.003' 9 27'- 0.0' Allowed= 0.133' MAX HORIZ. IL DEFL= 0.026' 0 25'- 6.5• MAX HORI2. TL DEFL= 0.043' @ 25'- 6.5' T 13-00 1' 13-00 'f DESIGN ASSUMES MOISTURE CONTENT DOES 6-09-04 6-02-12 6-02-12 8-09-04 NOT EXCEED 194 AT TIME OF MANUFACTURE. T 1• T 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 ' M-4x6 "' 36.00 Wind: 140 mph h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 4 4 6ights), Enclosed Cat.2, Exp.B, MWFRS(Dir), /` t load duration factor=1.8 n.� Truss designed for wind l 1loads in the plane of the truss only. o M-1.5X33141, 119V14-111100p M-1.5x3 c \s‘. rn . OkV 07 -(0 o M-3x4 M-3x4 M-3x4 M-3x4 c M-3x5(5) l • 1. 1, 1, 8-10-03 8-03-11 8-10-03 3, 3' ,i 10-00 16-00 3, )• ). -/- 1-00 26-00 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - B3 5.<0.. �� . ssi. Scale: 0.2199 .C? '� r) �2 WARNINGS; GENERAL NOTES,unless otlterwlse noted: • .!•02.,''�`�-.E 1.Bulkier and erection contractor should be advised of nil General Notes 1.Tide design Is based only upon the pommelers shown and is for an Individual • r"L Truss: B3 and Warnings bolero conslruc6on commences. building component Applicability of design parameters end proper r I. 2.2x4 compressbn web bradng must be Installed where shown.. Incorporason of component Is the respondWlty of the!wilding designer. • .: 3.Additlonel temporary bmda9 to imam alebi8y dating eonaWctlon 2.Design assumes Uro top end bottom chorda to be laterally braced el • .: 7 c.c.and atio',Ie respectively uneso bracedthroughout theirlength4. _....';. DES. BY: BSpo y I Novo ora e by /r` Is the respondNHy of the ardor.Additional permanent Meting of �!"•-.'.,' mnmuoot rlddn or rsuchlibplywgoequredtdnpore s ownordryvrsg(eC)• DATE: 9/12/2014 the overall atracturo is the responsibility of the building designer. 3.2<Imppaad bddalrp orlaNrd bracing required whore shown.. - •4" •• '. , 4.No load should be applied to any compenontuntl aver all bradng end 4.Installation of hoe u the responsibility of the reopecoee contractor. 1?' ' et...,�}BEOPN' b. V,%' SE Q. : 6059060 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive emironmont. , :C* l '+ design loads no applied to any component and are lor'dry condition'of use. • ...- '.ZO - •' 5_Design asumes NU beating et en supports shown.Shim or wodge If 'V'/" 14' TRANS ID: 408071 5.CompuTnn Nu no control over and assumes no responsibility for the necessary. ,(/hc h �" iebdcoaon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. n l�.L' 11111111111111111111111111111111111111111 �I�III��III�II�I��11��I I�lll��)(III O.TMs design is furnished sawed to the h be ns set forth by 8.PlatesIAN!be located on both faces of toes,and placed so their center TPWA7CA In SCSI,copies of whldl will be furnished upon inquosL ones colndde with Mats of centerfoes. MITek USA,InrJCompUTrue Software 7.8,8(1L)•E 10.Forribasicccate ector piste design in inches. see ESR-1311•ESR-1988 Qt11Tek) EXP.f RES:12/31/2015 • / This design prepared from computer input by I��IIlIIIIf��( PACIFIC LUMBER-BC 1 I TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE= 1.15 1. 2=1 0 50 2- 8=(-251) 1275 8- 3. 0) 232 TC: 2x4 KDDF 816BTR; SPACED 24.0' 0.C. 2- 3=(-1524 977 8- 9=1-253))) 1272 3- 9s -448) 135 2x4 KDDF #1QBTR T2 3. 4= -1064 380 9.10=(-262 1212 9. 4= -87) 535 BE: 2x4 ROOF S1ANDR LOADING 4. 5= 0 0 10-1t=(-261 1213 9. 6= -391) 187 WEBS: 2x4 ROOF STAND LL 26.0+DL( 7.0) ON TOP CHORD= 32.0 PSF 4. 8= .1049 332 6.10= 0) 201 { ) OL ON BOTTOM CHORD a 10.0 PSF 8.11= -1450 382 C LATERAL SUPPORT<= 12'OC. UON.LATERAL SUPPORT<= 12'0C. UGH. TOTAL LOAD= 42.0 PSF 13. 7- -846 181 BC 222222129.222222242222222222 LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA NOTE: T4 BRACING AAE'SCOTNFOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED0'- 0.0' -187/ 1048V -97/ 102H 5.50' 1.68 ROOF 625 =:==rra==== aaa====arias=as== REQUIREMENTS OF 18C 2012 AND TRC 2012 NOT BEING MET. 21'- 6.5' -921 683V 0/ OH 53.50' 1.09 ROOF 625 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 28'- 0.0' -149/ 286V 0/ OH 53.50' 0.46 ROOF 625 OVERHANGS: 12.0' 0.0' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 8.1.5x4 or equal at non-structural (CORD 2 Design checked for nett 6 esti uplift at 4 •oc soecina.l vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL.L/180 Connector plate prefix designators: MAX LL DEFL= 0.002' @ -1'- 0.0' Allowed a 0.100' 0,CN,018,CN18 (or no prefix) a CompuTrus, Inc Refer to CompuTrus standard MAX TL CREEP DEFL= -0.003' @ -1'- 0.0' Allowed= 0.133' M,M20H8,M18HS, 16 a uiTek M series gable end detail for complete MAX LL DEFL= -0.041' 8 11'- 0.0' Allowed= 1.054' specifications. MAX TL CREEP DEFL s -0.083' 8 11'- 0.0' Allowed= 1.406' MAX HORTZ. LL DEFL r 0.020' if 21'- 11.5' MAX HORIZ. TL DEFL= 0.034' 8 21'- 11.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 13-00 Design conforms to main windtorce-resisting 13-00 ( T system and components and cladding criteria. 5-11 5-01 2-00 3-01 8'11 /Wind: 140 mph, h=22.4ft, TCDL'4.2,800106.0 ASCE 7-10 T T -1t-4x4+ 12 (All dnightsn'factor=lid, cat.2, Exp.B, MWFR6(D�r), 12 .6 M-4x6- inuthedplaneeoffthewtrussoonly. 6.00 ' 6.00 M-3x4 c4M-3x4 : + O y + M u; -3x4+ + M-3x4+ co el 0 - i<- o �� 8 9- T to1t,. ., o c M-3x4 M-1.5x3 0.25 M-1.5x3 M-5x8(5) k ), ). y ), y 5-09-04 5-02-12 5-02-12 5-03-12 4-05-08 y y �` y 1-00 26-00 1-00 JOB • NAME: POLYGON NW PLAN 7-B NH - B4 Scala: • 0.2436 5�� " 41.. °. WARNINGS: GENERAL NOTES,unless otherwise noted: ;mac "' •Z0PE 1.Bolder and erection conbedor should be advised of all General Notes 1.This design Is based only upon the parameter shown and Is for an Individual �_: , boildng component Appnwbmty of design parameter and proper a .�/ Truss: B4 2ndWamiegabefore enwebbrrWemntmmsbon. Incorporation of component's the responddityofthebuiidingace�es. 2.214 oomptesston web brdnp must be Installed where ehoxm•. 2.Design assumes the top and bottom chords to be laterally braced a :; •. 3.Additional temporary bradng to Insure stability during construction 7 o.a and el 1C o.e respectively urian braced throughout that length by : : ,• •'� .• - DES. BY: BS Is the rapondbSty of the orvdor.Addroon■l permanent bradrrg of uonOnuous sheathing such as plywood ehesthlog(I )andlordrywalt@C). It . DATE: 9/12/2014 the wend structure b the responsibility of the buibing designer. 3.21 Impact bridging or lateral brdng required whore shown+• (��EGON: ;� ' 4.No bad should be applied b any component until after all bradng and 4.tntellation of buss Is the responsibility of the respective contractor. • SEQ. : 6059061 intoner w complete and at no end should any beds greater than 5.Oosign assumes busses are to be used In a non-corrosive erwironmsnt, • •16.../.3? • iiP• .4: • design bads be applied to any component. and are:'dry eondme ri of un. •.. 14• ?: ig e.Oedgnumee N8 beating al all supports shown.Shim or wedge II TRANS ID: 408071 S.CompaTnrhas no, and aseumosnorapponentyfor Ne necess `•�: fabrication.hording,shipment end Instenellon of components 7.Design assumes adequate diInege Is prodded. MSR R -\ ,end 111111111111111111111 II I1'1 I II'' Ip1 8.This design Is furnished TPIIWTCAIn SCSI wpbs o(whld,wlH boed to the te6fwNahaa forth upon request 8 Oiseashall te con ectoobbrpi�cotouted on oler fetes Glue see ESR-1311.placed so their SR.195center I{��I Il»��1111ILII I�lu N�I III 111 MTex USA,InaJCarmpuTrus Software 7.6.8(1L)-Z 10.DForrbetiolcoonechtm plate design Incites. nssa ESR-1111.ESR 1e68 R'Teq EXPIRES:12/31/2015 I1111111III This design prepared from computer input by t PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IGONO. 2: Design checked for net{• o fI Rlift at 24 oc s e ins I TC: 2x4 KODF M16BTR LOAD DURATION INCREASE= 1.15 j BC: 2x4 DF M13BTR; SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES 2X4 KDDF M13811 81 NOT EXCEED 19k AT TIME OF MANUFACTURE. LOADING Design conforms to main windforco-resisting IC LATERAL SUPPORT'o 12'0C. MON, LL( 25.0)141( 7.0) OR TOP CHORD= 32.0 PSF system and components and cladding criteria, 4= BC LATERAL SUPPORT 12'0C, MON. OL ON BOTTOM CHORD a 10.0 PSF Connectorplateprefix desl nators: TOTAL LOAD= 42,0 PSF Wind: 140 mph h=15ft TCOL=4,2 BCOL=6,0, ASCE 7.10, C,CN,C18,0518 (or no prefix) =CompuTrus, Inc LL=25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cet,2, Exp.B, UMFRS(Dlr), N,M2OHS,M18H3, 16=NiTek M series load duration factor=1.6, 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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on oontinuous bearing wall MON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals, Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T 12 s.00 IIM•4x4 12 3 Q 6.00 til cos 0 0 C ' 4 O M•3x5(S) M-3x4 M-3x4 y 12-00 y 10-00 y 1-00 y 22-00 3, y 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - Clscale: 0,3891 S PO PN . s`�/`: WARNINGS: GENERAL NOTES,unless otherwise noted; �� II��...fff •"")?' '. 1.Builder and erection connector should be advised of oil General Notes 1.This design b based only upon the parameters shown end Is for an Individual > 01'Y�E; Truss: Cl and Warnings before construction commences. building component Applicable/of design parameter's and proper 2.2t4 compression web bradng must bo Installed where shown 4. incorporation of component!'the maponddlty of the building designer. ' 3.Addition!temporeiy bracing to insure stability during eonabucoon 2.Design assumes the top end bosom chest,to be Merely braced at •• DES. BY: BS Is the responsibility of the orectanAdditionel permanent bracing of Xe•o.end at Ili'o.e.respectively unless braced throughout their length by Watit� �+ continuous sheathing such es plyweodahocng(TC)andfordrywae 0). '" DATE: 9/12/2014 the Negri ebuduro is theraspondbany of the budding dadgner. 3.2c Impact bridging or lateral brodng required where shown r* e 4.Na road should be appeed to any component until amarall bradng end 4.Installation dims is the reasonability el the respective contractor- A�'OR,EG.ON: SEQ. : 6059062 fasteners aro complete end et no Urns should any bads greater then 5.Design bsoomss buses ars to be used Ina nonroorrotive environment. Z•' "1 NA i`� ' TRANS ID: 408071 designiosde be applied to any component e.and we for 'diyonds.of tic.su �� 5.CornpuTrus hes no control over and assumes no raeponelbmty for the a g pporle shown_Shan or wedge If • :O: 14.'2 't•' 7. tabdceeon,hendtng shipment and iuetagallonofcomponents. necessary. _ 7.Ogden assumes adequate drainage la ed, '.Y`' R(�14\: ' 0,lids design Is famished subject to Ilio Monotone set forth by 5,Plates shall be locatedonboth faces of tress,and placed so their center (111111LIII!1I ILII11111lll{III 1111111111 MITekUSA,InclC mpuTrusSofware51,copies of Mich MI be 7.8.6(1L)Eished upon request 1nes. C lines rb sicconnodmpinte nterOcrneelvesseeESR•t311.ESR-I050Wok) EXPIRES:12/31/2015 • This design prepared from computer input by • 1E1111PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4RRIDDf/Cq=1,00 LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' 1. 2= 2 50 2- ER FORC 1281 3- /C •l.00 220 TC: 2x4 KDDF Y16BTR LOAD DURATION INCREASE= 1.15 2- 2= •1500 335 8. 9=(.224 261 8- 4=1-311) 220 BE: 2x4 KDDF S1AN7R SPACED 24.0' O.C. 3- 4= -1318 338 9- 6=(-253) 1261 4- 9= -111) 492 WEBS: 2x4 KDDF STAND 4. 5= -1318) 339 9- 5= •311 220 LOADING 5- 6= •15044 335 IC LATERAL SUPPORT<= 12'0C. ON. LL( 25.01401( 7.0)0BOTTOM CHORD= 10.0 PSF 6- 6=, 0 35 BC LATERAL SUPPORT <=12'OC. UON. UD TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0' 12.0' Ll=25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.'S. (SPECIES Connector plate prefix efix9natars: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -1191 1038V -1091 109H 5.50' 1.66 KDDF ( 825 C,020H8,518H8 (or no prefix) =roapuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 22'• 0.0' •1191 1038V 0/ OH 5,50' 1.66 KOOF ( 825 M,M20H8,N18HS, 16=MiTek M series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ►yka Design checked for net! 5 2111 aol/ft at 24'or. soacina.) 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 nMAELL DEFL -0,043' @ 14'- 5,B' Allowed= 0,133' X1.054' MAX TLMAAXX LLEDEFL= 0.002' 0 23'- 0.0' Allowed= 0,100' MAX TL CREEP DEFL= -0,003' 0 23'- 0.0' Allowed= 0.133' MAX HORIZ. Ll DEFL= 0.018' 0 21'• 6.5' MAX H06I2. TL DEFL' 0.030' @ 21'- 6.5' 11 OO 11-00 1' DESIGN ASSUMES MOISTURE CONTENT DOES 4' 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 5 012 5-02 12 5-02 12 ( Outgo conforms to Hain windforce-resisting T 12 systen and components and cladding criteria. 12 M-4x6 Q B.00 6.00 Wind: 140 mph h=15ft, TCDL=4.2,SCDL=8,0, ASCE 7.10, 4 0° (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), { ,/ load duration factor't.ti �` ii! in thedplaneed offorthe trusd soonly. M•1.5x34p M-1.5x3 cc O tin W Ti_cr) O ! Co wv W 0 9 O M 3x4 i- c M-3x4 M-3x5(5) M-3x4 M-3x4 y y 7-06-03 y 6-11-11 y 7-06-03 Y 10-00 y 12-00 y ,1'y 22-00 1-00 1-00 pPR A51. ''CLQ`. 1N�•y: SSj . JOB NAME: POLYGON NW PLAN 7-B NH - C2 sgale: 0.2586 ....k .... "11 '�:-' 02• . WARNINGS: GENERAL NOTES,unless otherwise noted: 7,12...r� 1,Builder and erection oontradorshould be advised of an General Notes 1.The deing aomsboneedd only nithe el des ign a moshown end Isforry an Individual Truss: C2 and compression oWettings press onwo btadn construction commences.siSOed bolIncorpereaon of component!'the responslht8ty of the building designer. 2.2s{eompfasdonwebbrodrtg mut G tmtaQtl vA,as shown•. 2.Design assumes the top end bottom chords to be laterally braced at , ..-!,.'• aQ, •.. .;''.:.. 3.AdGeonal temporary bracing to Insure ablxGly during wnsW construction 2 o.a and all ae.respadhely anises braced throughout lhslrle�ih IV /� DES. BY: BS is the raspondNaty of the aredor.AddlUnnat permanent bracing of continuous cheethhtg suck es plywood shestNng(1C)andlar drywaan(BC). -• - •w DATE: 9/12/2014 the neera8 structure Is the responsibility of the building designer. 3,2x Impact bridging or lateralbracing respired where shown 4+ 9' '• �� G :.� cc 4.No lead should be applied to any component anti after all bradng and 4.installation ion at s is the e am is beusedlntho resppecave extractor. ••4;; . ' SEQ. : 6059063 fasbnersare oompiohand atnoemsshould any loads greatuUan and Design trusssaisleco, •%�'•i�7•A'•.�Q P'• TRANS ID: 408071 dad9a loads be appgtl to any Dort ponenl 9,om15n asatnr as fug bearing at all support shown,SNm or wedge If • ri hh • S.CompuTroreps has no eonboany codaecumes no respomidxly(or Ns noeassary. M n.t�`" tabdcadon,hendang,shipment and InstNOatton of covenants, 7.Design assures adequate drainage le provided. 6.The design is famished subject to the Irritations sat forth by 1_Plates shell be located on both faces of Was,and pieced so their center 1111"11111111111111111111111I,1l (vTPUk SAIn BCSCompuTfuslSofiwbe(wel. 6(1L E shed upon request d Johne �� b plate see ESR-1311,ESR 1988(MiTep EXP:(RES:12/31 d2015 • 3 11111111111This design prepared from computer input by E {) t PACIFIC LUMBER-BC i • LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' Icoon. 2: Deaton checked for Self-5 pati uplift at 24 'on agacine.l I TO: 2x4 MODE R1811TR LOAD DURATION INCREASE= 1.15RESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KODF R1&BTR SPACED 24.0. O.C. NOT EXCEED 19h AT TIME OF MANUFACTURE, TC LATERAL SUPPORT<= 12'0C. VON. LOADINGDesign conforms to main windfarce-resisting 8C LATERAL SUPPORT c= 12'OC. VON, LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSFsystem and components and cladding criteria. DL ON BOTTOM CHORD= 10.0 POE Connector plate prefix designators: TOTAL LOAD= 42,0 POE Wind: 140 nph h=15ft TCDL=4.2 SCOL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) =ConpuTrus, Inc (All Heights), Enclosed, Cat,2, Exp.B, M7-10, ir), M,M200S,MI8HS,A16 =MlTek MT series LL=25 PSF Ground Snow (Pg) load duration tactor=l.bl Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the trues only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1 Gable end truss on continuous bearing wall UOII. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M.1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 11-00 11-00 complete epeoificatione. I 12 IIM-4x4 12 , 6.00 3 ..6,00 i ill . 1 I 1 i 03 O O tr) I M M 0 O or.1--1R; 14 1 M-3x5(S) I M-3x4 M-3x4 y 12-00 y 10-00 y y ). y 1-00 y 22-00 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - C3 -.. :)N.E. Scale: 0.3875 , ti. • .° WARNINGS: GENERAL NOTES,unless ouiomts,noted: .�!��/"�1• 1.Sunder and erection contractor should be advised of att General Notes 1,TNs design Is based only upon the parameter shown and Is for en Individual '=92 0 SPE Truss: C3 end Warnings berm constmoton commences, bulldog component.AppaeabaOy of design parameters and proper - • 2.2x4 compression web bracing must be installed where ahem•. Incorporation of component In the rosponstblfty of the building designer. , 3.Additional to ty g 2.Design assumes the top and bottom chorda to be laterally braced a , temporary bndng to Insure 00S Dana oobredng e c o.o.and et 10'o e.respective unleaa braced throughout their length by ` �• v DES. BY: BS tithe naponslbmty or the eraser.AddNonelpxmanent bracing of continuous sheath respectively g drywall(BC). DATE: 9/12/2014 sheathing a ulredY HTCshndro. a,. the toanycoponen=bui alter dabracin 3,ZxlmpDavioftruportherespons ity otthe YAHOOaective m++ 4' ' 4.No load should be applied to any component until after an bracing and 4.Installation Draws lo the responsibility oithe respective contractor. "p:;•.A_'" "'- t; SEQ. : 6059064 fasteners ere complete ed at no time should any bads greater than S.Design assumes trusses are to be usedin anon-corrostve environment 5,. "4 '�, deulgn bads be tippled to any component end are ler'dry oondleon of l Use. '. 'j'q 'LD' ' • TRANS I D: 408071S.CompdTma has no control over and assumes no naponslbmly for the 6.Oeslgn assumes toll boating at all supports shown.Shim or wedge If �y cry fabrication.hands shipment and bnledanon of components. Design assumesry. .'''... '`^.V - nsh sm 7.Platen toedonedthtnacabpprovided. ...''...PRAIA". 8.This design le furnished subject to the Irritations set forth by 6,Plates shall be loafed on both faces album,and pieced so Ihalr center "" Ines oolndde with er Inas. I IlIlI lllllll I 1111101111 11111 M Tek BA In SCSI,copies of Which valt be InclCompuTruo Software 7,6 6(1ishedL)-E n nQpa� 10.For basiccn Indicate edlesignnelsonseeESR-1311,ESR•1066GdlTeq EXPIRE5:121'31/2015 This design prepared from computer input by ��){I�)N11R1��yI1{l(I PACIFIC LUMBER-BC TRUSS SPAN 22'• 0,0' ISO 2012 MAX MEMBER FORCES 40RIDDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE= 1.15 1. 2• 0 50 2- 8• •224 1261 3- 8=-311) 220 TO: 2x4 KODF 015.BTR SPACED 24.0' 0.C. 2- 3= -15041 335 8. 9=`•103 834 8- 4=(({{-111) 492 WEBS: } W2x4 KDDF 1ANDR 3- 4= -1318) 338 9- B=(-2531 1261 4- 9=(-111) 492 LOADING 2x4 KDDF STAND 4. 5=•1318) 338 9- 5=((•311) 220 (k 5. 6={-1504)4) 335 OL ON BOTTOM CHORD • 10.0 PSF IC LATERAL SUPPORT cm 12'0C. UDR. LL( 25.0)+DL( 7.0) ON TOP CHORD • 52.0 PSF 5. Tal 35 BC LATERAL SUPPORT c= 12'OC, UON, TOTAL LOAD s 42.0 POP OVERHANGS: 12.0' 12.0' LL=25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ORO REQUIRED BRO AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector I8, plate prefix designators: LIMITED STORAGE DOES NOT APPLY OUE TO THE SPATIAL 0'- 0.0' •1191 1038V -1091 1098 5.50' 1.88 KOOF 1 825) C,CN CS,RIDHS ((Cr no prefix)) =riesuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' •119! 1038V 0/ OH 5.50' 1.66 KODF ( 625) N,M2bHS,M18NS,M16=MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP �,t '• ! AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL•L1180 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 s -0.043' @ 14'• 5.8' Allowed= 1.054' MAX TL CREEP DEFL=-0.088' @ 14'- 5.8' Allowed= 1.408' MAX LL DEFL= 0.002' @ 23'• 0.0' Allowed= 0.100' MAX TL CREEP DEFL• -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL- 0.018' @ 21'• 6.5' MAX HORIZ. TL DEFL= 0,030' @ 21'• 6.5' 11-00 11.00 DESIGN ASSUMES MOISTURE CONTENT DOES ( NOT EXCEED 19%AT TIME OF MANUFACTURE. 5.09-04 5-02.12 5.02-12 5.09-04 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12 M-4x6 06.00 Wind: 140 mphh•l5ft, TCDL=4.2 BCDLa6.0, ASCE 7.10 6.0017" Ali Heights), Enclosed 6at.2, Exp.B, MIYFAS(Dir), 4.0' 0 load duration factor=1.0 4 .F-0 Truss designed for wind loads ,� 1in the plena of the truss only. '11114411por M-1.5x3 M-1.5x3 t 0 0 to m 0 co O a 9 A 029 c 0,-- c N. M-3x4 c 0 M-3x4 M-3x4 M•3x5(S) M-3x4 • y y 7-06-03 y 6-11-11 y 7-06-03 y y 12-00 y 10-00 y ). y y 1-00 1-00 22-00 ,p PROF" • JOB NAME: POLYGON NW PLAN 7-B NH - C4 Scale: 0.2498 `�` rr]�I . WARNINGS: GENERAL NOTES,unless othemlee noted: zs: .:;02•4 f E. 1.Builder and ereaten contractor should be advised of ell General Notes 1.This design i le hold.onlyAppleupoupon 0 of parameters sten eprr end Ispfor proper Individual / �� Truss: 04 end Warnings s before eoncwennwnaronus. Iuffding men of oompoeM Is the t design dills bdld pr designer. 2 at4 cortyresalnweb Madrq must be IrnteRed where shown+. 2.Design memos the top and bottom chords to be Morally braced a :.. 3.Additional temporary bmdng to Insure stability duduW construction T o.c.and at td'o e,respectively unless braced throughout lholr(en,ppA by DES. BY' BS Here retponelldaly of the erector.Addltio,rslpormafb0 bredng of continuous sheathing such as plywood neathing1TC)andfordrywama(80). sw *' T' DATE: 9/12/2014 the mord Ombra Is the roepnsibiety of the bWging designer. 3.ac Impost bridging or Wend bracing regdred vAere shown r+ q A�,(7{3 �tQ ' � .}, 4.No load should be exiled to any component until after all b,adng and 4.InstaUstoa of truss Is 1ho respondblety gem respective contractor. ''�J•Q. •' "` :. _ SEQ. : 6059065 fastener•are complete and atnoemeshouldarryloads greater than 5-Design assumes busses ere to be used inanon•correttvoenvironment. design loads be applied to any component end arefor'dry eendlderi alete. •. at ..11-4..42.S.'. 6-Design assumes toll bearing d as supports sham.Shim at wedge N �. TRANS ID: 408071 S.camp, as hos no control over and aceumea no responsndfh for the nesign1 "" rl Ft 1 k-1" fabdeaUn,handling.shipment and Installation of components. 7.Design oesumes ad auaN drelu,ags b ptovlded. II 8.TTldpsj design iIsfurnished subject to 6CS1,copies of which the O be furnished forth up upon 6 Inas coincide located o nt canon ter Inth as of tem,and placed co their center 111111111111111111111111111111111111111 TPIMITAInBITek USA, /COmpsTNgvolltsrnishe1L)E ,O.Fohmloceannedorp(estdalgnvWossoeESR1111,SSR-tgat{(MITeIGEXPiRES:12631/201b :-._ ... • IIEIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TC: 2x4 KODF M1&BTR LOAD DURATION INCREASE= 1.15 1-2=(•51 28 1-4=(-35) 32 2.4=(•99) 81 BC: 2x4 KODF M16BTR SPACED 24.0. O.C. 2.3=) •7) 3 WEBS: 2x4 KDOF STAND LOADING TC LATERAL SUPPORT<= 12'00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32,0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BIG AREA BC LATERAL SUPPORT a 12'OC. UGH. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: TOTAL LOAD= 42,0 PSF 1'- 0.0' -24/ 205V •18/ 43H 5,50' 0.31 KOOF 625 C CN C18,CN1B ((or no prefix))=Con uTrus Inc 4'• 0.0' 18/ 131V 0/ OH 5,50' 0.21 KDOF 6251 M,1120HS,M18HS,M18 =MiTek M7 series r LL=25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ,'t ' r " I , ' I ' ,, JT 1: Heel to plate corner= 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 MAX LL DEFL= -0.002' @ 0'- 0.0• Allowed= 0.100' BOTTOM CHORD CHECKED FOR IOPSF 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' i' fMAX TC PANEL TL DEFL=-0.005' @ 2'- 5.2' Allowed= 0,239' 12 MAX HORIZ. LL DEFL= -0.000' @ 3'- 8.2' 4.00 MAX HORIZ. TL DEFL= -0.000' @ 3'• 8.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 198 AT TIME OF MANUFACTURE. Design oontorns to main windforce-resisting system and components and cladding criteria. Wind: 140 mpph h=10.8ft, TCDL=4.2,8COL=8.0, ASCE 7.10 M-1.5x3 3 `All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.0 Truss designed for wind loads in the plana of the truss only. to ,- g. Ul �o��/ I o int z p - 5 Iliel 1105.:."---.414 - M-3x8 M-3x6 M-1.5x3 y l 3-00 3, 4-00 • • JOB NAME: POLYGON NW PLAN 7-B NH - Dl .5,-0.P1`�pN • `'9i Scale: 0.8324 2 dA.• WARNINGS: GENERAL NOTES,unless othorrdao noted: • •� •/"^ cC v� • 1.Builder end erection contractor should be advised of e6 General Notes 1.ThIs dedpn Is based only upon the parameters shown and Is for en Individual CC' ' =92 0•�.E - 1� Truss: 01 end Warnings before construction commences. betiding component.Applicatdtdy of design aerometers and proper 2. 34 compression web bracing must ba Installed tiers shown+. Incorporation of component is the responolblily of the bidding designer. •• 3.Additional temporary bracing to Insure etablity during construction 2.Design assumes the top and bottom chords to be laterally braced at ;, • - DES. BY: BS Yo.aand at10'o.o.reopoctively unless braced thraugheuttoklenpthby , � °.1 •.'' Is Ne rospoai6lely of Ns erector Addleonal pernunent bredng of continuous sheathing such as plywood shsattntt(TC)endtordrywaO((BBC). •'" '"' "' DATE: 9/12/2014 Na overall etnrdure is gra responslblrdy of It,,banding designer. 3.24 impact bridging or lateral bracing required where shown r rQ, 4.No bad should be applied to any component until after ell bracingra end 4.Installation of truss Is the ponsrtig 'impactive of the contractor. .17.' A,OREGON:a SEQ. : 6059066 f - atonaaarecomptetoandatnaOnoshook{anytacregreaterthan 5.005150osaumesbussesaretobeusedinanarcnrroeNeemlronmenL ' "%".' any end ore for eondieon'•otuae. .: 2,0' ':�. .' design feeds be applied to nyerend earn S.Deign ossurntea full bowing et all supports shown,Shim or midge If .''d 1.4 ((77:: TRANS IQ: 408071 6.CorrpuTlusha control over and assumes notapoalbmly lorthe necessary. . ,11 • fabrication.handling,shipment and Installation of components. 7.Deign assumes adequate drainage Is provided. '•-' Fi10: • 6.ITN design Is furnished subject to the Inflations set fodh by S.plates shall be loaded on both faces odtross,and placed so their center _ SCSI,ooplos of ch mil be fundrned upon lines coincide Ndth 111111111111111111111111111111111111111MiTole US tnlncJCompuTrun Software 7.G.6(1L)•E�u 10.For basic connectordplate design values see ESR-1311,ESR-19811(MITetq nt corner fines. 9.Digits Indicate size of plate in Inches. EXPIRES:1213172015 • This design prepared from computer input by 1111111This LUMBER-BC TRUSS SPAN 4'• 0.0' IBC 2012 MAX MEMBER(FORRCES) 4 SYR1/Doi/09=1.00 ICSPECIFICATIONS#1&BTRLOAD DURATION INCREASE= 1.15 IC: 254 CODE @1&BTR BC: 2x4 ROOF NTA SPACED 24.0' 0.C. STANDWEBS: 2x4 KDDF LOADING BEARING MAXIIAX VERT MAX HORZ BRC REQUIRED BRG AREA LL( 25.0)+DL( 7.0) OH TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 80.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD= 10.0 POP' 1,- 0.0' -27/ 215V 0/ 27H 5.50' 0.32 KOOF ( 625 { BC LATERAL SUPPORT<= 72.00. UON. TOTAL LOAD= 42,0 PSF 3'• 9.2' 0/ 984 O! OH 5.50' 0.06 KOOF ( 625 Connector plate prefix designators: 1 4'• 0.0' •36l 86Y 0/ OH 1.50' 0.13 CORP ( 825 CN C Ct8,CN78 (or no refix =CadpuTrus, Inc LL a 25 PSF Ground Snow (Pg) 11,1120116,1118H8,1118= MiTek M�series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL JT 1: Heel to plate corner=5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L!240, TL=L/180 MAX LL DEFL= -0.004' @ 0'- 0.0' Allowed = 0.100' MAX Ti.CREEP DEFL= •0.003' @ 0'- 0.0' Allowed = 0.133' BOTTOM CHORD CHECKED FOR DSPAC LIVE LOAD. TOP MAX IC PANEL LL DEFL= 0.008' @ 2'- 5.6' Allowed= 0.183' AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY, MAX TC PANEL TL DEFL= •0.010' @ 2'- 7.0' Allowed= 0.274' MAX HORIZ. LL OEFL= -0.003' @ 3'- 11.2' MAX RORIZ. TL DEFL= 0.003' @ 3'- 11.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES q,00 D NOT EXCEED 194 AT TIME OF MANUFACTURE. -{ Design conforms to main windforce-resisting system and oomponents and cladding criteria. Wind: 140 mphh=19.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(DLr), T load duration faotor=1,O M-3X6 47 Truss designed for wind loads in the plane of the truss only. 9' { 01'[. 1111111111 I I Ci 41>-< 3,..2 :-. ) M-3x8 y 1 . 3-00 3, 3. 4-00 (PROVIDE FULL BEARING:Jta:4.3.2) ��EOPPOp s, . JOB NAME: POLYGON NW PLAN 7-B NH - D2 Scale: 0.9224 : •./ �. . ai •. WARNINGS: GENERAL NOTES,unless othemise noted: i� . '';92i(�P,E 1.Builder and erection contractor should headstand of of General Notes 1.bfits riamap lmn to based A Upon ply of the parameters eshparameters and wn and Is an Inflatduel ;•. Truss: Q2 and omp Warnings before bradng u commences. Incorporation at component to the responsitaly of the bonne designer. /:: 2.2s4 compressionweb r a ng to Int bre Instated during onsshotru s. 2,Design assumes the by end bottom chords to be laterally braced at ArA ': ., 3. he rest tempo/ray bwdrg to Insure Ad noon stability dedng nmtrucson T OA and al 10'o.c.respectbey unless braced throughout their length by `m!- •• • DES. BY: BS Is the reeponsldtiy of ere erector.Additional permanent bredng of continuous sheeting such as plywoodsheethlna(tC)andrordrywae(OC). RSG '4./.- SEQ.: 1C1 DATE: 9/12/2014 the overe9 structure Is the respoodb76ty of the bonding designer. 3.71 Impact bddgreg or(Mere bade required where shown•• • ...7.7" (� . �(�.D 4.Na load should be applied to any component until after all bracing and 4.Imtdation of Russ Is the 10050 sitsary of the respec0va contractor. '1`. 5.Design assumes busses are k bo used In a nott•conostwo enhonment, Q• � SE Q.- 6059067 deelg fasteners are be applied end at no time ant. any loads greater than end are foray eondl8on'of use. .. . 1 4.2 . dedanllias bnocentae grand e010t. g.Deakin assumes Nit etaasuppodsahovm.Bhlmorwedae it : b•�:'; TRANS ID: 408071 S.CompuTrusbaanocomrolormardasaamaanorosportdbl6yfor the Pene ' M�RR1i�. . febdoatbn,handling.shIpment and Installation of components, 7.Design assumes adequate drainage is rodded. .. 6.ThIs design le furnished subject to the irritations set forth by 8.Prates shall be locatedonboth faces of was,and planed so their center In 1IIIIIIIIIIIIIIIIIIIIIIIIIIIII1111 • NNTaI k USAn)ncJCo copies of Which vrtg bo s Softwarfurnished 7 8.hed upon E request. 1lines coincide with joint cantor lines. 0.Fo9lbesiean edorpletedeslpnvelueaeeo ESR-1311,ESR-1808(Mffap EXPIRES;1213112015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFTCATIONS TRUSS SPAN 8'• 2.0' (GOND. 2: Design checked for nett•5 pati uol),ft at 2a •bc spacing.) TC: 2x4 KDDF 616BTR• LOAD DURATION INCREASE a 1.15 BC: 2x4 KDDFESIGN ASSUMES MOISTURE CONTENT DOES g1EBTR SPACED 24,0' O.C.OCNOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT<a 12'OC. UON. LOADING f BC LATERAL SUPPORT<0 12'0C, UON, LL( 25,0)+0L( 7.0) OH TOP CHORD= 32,0 PSF Design and to main and claddingcsieting DL ON BOTTOM CHORD a 10.0 POE system components criteria, Connector plate prefix dell nators: TOTAL LOAD= 42.0 PSF C,CN,C18,CH18 ((or no prefix =ConpuTrus, Inc Wind: 140 mphhal5ft TCOL=4,2 BCOL=8,0, ASCE 7-10, N,M20HS,M18NS,N16 a JAMB 11 series LL=25 PSF Ground Snow (Pg) (All Heights), Enclosed Enclosed, Exp•8, Mt1FRs(Dir), load duration factoral,6 LIMITED STORAGE DOES NOT APPLY OUE TO THE SPATIAL Truss designed for wind loads in the plane of the truss only. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall DON. BOTTOM CHORD CHECKED FOR 10P8F LIVE LOAD, TOP M•1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. Refer to ConpuTrus gable end detail for complete specifications. 12 3 -'" 4.00 Gg- ( so - 11111111111111 0 0 0 c o C 111//' iAerIriiiiiiiiiiiilerIriiiiiii�iiiiii -, M-3x4 4 1-00 B-02 JOB NAME: POLYGON NW PLAN 7-B NH - El • ,..ri., '?N of , . Scale: 0.6585 ` '• F �Q.. 117L12/fir' = . WARNINGS: GENERAL NOTES,untmeolhemise noted: ��•• rf ,, 1.Guilder end erection contractor should be advised of en Geroge'Notes 1.This design Is basad only upon the parameters shown and Is for an Individual .1 92 o o•P..E Truss: El and Warnings Wore construction commences. building component ApplIcabely of deolgn parameters and proper 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component Is the respooslbiily of the building designer. ✓ 3.Admtional temporary bredrp to Insure etaNiydudng construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS Is the responslNny of the erector.Additional pomreneotbradrg of 2'o.a and at 10'o o.respectively unless braced throughout Moir length by e .•+ '> ". ; oonenuove sheathingan such es plywood heaths here)andrordrywan(0C), DATE: 9/12/2014 the overaaslrvaure Is the responsMrdy anti.bulking designer. 3.2x Impact bridging or lateral bracing required where shown•• 4.No lox(should be appaed to any component unlit after as bracing and 4.Installation*(buss is the respoaalbsy or the respective contractor. :y 09E02N A <!r' SEQ. : 6059068 fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a non-corrosvo environment. '' '2j' and are lord ! 'Q: •iL, ,.t,,, design loads be applied to any component. 7 condition'of use. h �''•; TRANS I D: 408071 S.Compuhua hay no control over and assumes no rospomibany for the 9,Deelgn assumes NN beating al NI supPotts shown.Shim or wedge if id '. 1'4,• fabrication,handang,shipment and Installation of components. 00...".sign038 / Qj; 6.This design le furnished subject to the limitation set forth 7.Design assumescatedo,bothdrefaces buss, {� `�`: . 11111111II011111IIIIIiIII1111111 III IIII J 8.Onuscshaltbalo�aointc rirroseo/bus0.•ndpl��daolhoircontar 'IPIMII'CAInBCSl,wdesofwidehwmbelumbhoduponrequest finaswinddawllhJoln(esntorenas. 9.Onest coincide she of ntle in centerinches. MITekUSA,InciCompuTruaSoftware7.6.6(1L)•E 10.For basis connector plata design values see ESR•1311,ESR•1968(Airap EXPIRES•12/31'/2016 i 8 This design prepared from computer input by 111111111PACIFIC LUMBER-BC TRUSS SPAN 8'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 L IC: SPECIFICATIONS LOAD DURATION INCREASE =1,15 1-2=` 0) 38 2-5=(•51) 67 3-5=(-255) 179 1BC: 2x4 KODF R1&BTRNDR SPACED 24.0' 0.0. 2-8=((•1051) 88 3 WEBS: 2x4 KODF ST BC: 2X4 KODF STAAND 3-4s LOADING TO LATERAL SUPPORT<= 12'0C, UON. LL( 25.0)+Ot( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT NAX NORZ BAO AEQUIflEO BRG AREA TOTAL LOA BC LATERAL SUPPORT<= 12'OC. UON. L ON BOTTOM CHORDAD= 42.0= 1PSF 2.0 PSF LOCATIONS REACTIONS REACTIONS SIZE So.IN. (SPECIES) 0'. 0.0' -88/ 479V 43/ 97H 5.50' 0.77 HOOF 625 OVERHANGS: 12.0' 0,0' LL= 25 PSF Ground Snow (Pg) 8'- 2.0' -39/ 535V 0/ OH 5.50' 0.54 KODF ( 625) Connector plate prefix delignators: LINITEO STORAGE MIA 2 Desi3O r•h+aked for neti„5-p+f)y6lift at 2,4 'oo soacine.i C,CN,Ci8,CN18 (or no prefix) =OonpuTrua, Inc REQUIREMENTS OF IBC2012 ANDIRO2012 NOT BEINCAYE7. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 Y,M20HS,NIBHS,M16=NiTek Y7 series BOTTOM CHORD CHECKED FOR ,OPSF LIVE LOAD. TOP VAX LL TEFL= 0.002' @ -1'• 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX TL CREEP DEFL= •0,009' @ -1'- 0.0' Allowed= 0.133• MAX TC PANEL LL DEFL=-0.294' @ 4'• 1.7' Allowed= 0.484' 7-10-04 0-03-12 MAX TC PANEL TL DEFL= •0.393' 0 4'• 1.7' Allowed= 0.727' NAX HORIZ. TL DEFL- 0.001' 0 7'- 10.8' 12 4.00 DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 NOT EXCEED 19%AT TIME OF MANUFACTURE. 4 -/ Design conforms to main windforce-resisting system and oonponents and cladding criteria, i Wind: 140 mph h=15ft TCDLa4.2 BOOLa6.0, ASCE 7-10, ll Heioti n'faetors ;d6 Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads o in the plane of the truss only. ,- o 0 to z of) ►-�5 -1 0�- 2 /M-3x4 M-1.5x3 • . y7-10-04 0-03-12 1-00 8-02 . .�5• '.'� 1N,g gyp:.• JOB NAME: POLYGON NW PLAN 7-B NH - E2 Scale: 0.6571 'r', 2' WARNINGS: GENERAL NOTES,unleseogarv4sonoted: _t . '^ L��OFE 1.Sunderend erection contractor should be advised al all Genorst Notes 1.'Icid9 n Inc coed onlupon dpefe parameIgn ers shown reand dl9ro�n Ind�duel Truss E2 end cmpreadbeton bradudlorttbe bolded Incorporation of component is the recporuidity of the bugling designer. " • 2.244 compression web brodrrp must be ImlaBad rdten shown 4. 2.Design nsumos the top and bottom chards to be latently braced et �•• 3.Additional temporary braving to Imre stebiltyduring construction 2'o.c.and at 10'0.0.respectively unless braced throughout their length by DES. BY: BS Is the responsibility of the erector.Additional permanent orating of continuous sheathing such as plywood sheatfing(FC)and/ordrywatl(BC). DATE: 9/12/2014 the overall structure le the responsibility of the bidding designer. 3.2x Impel bridging orl+teni braving retired where shown 4• QFtEG aT� D 4.Na lead should be appeed to any component until after all bracing and 4.Imbibition oti Ila COM sIsaea responsibility used In the noir respective contractor. ntractnment •iliy SEQ. : 6059069 fastenersan complete end alma time should any loops greatre,an an ,ZO '`S. '� • nenL and anter"dry condidon-oluse, •.' � ti TRANS r0: 408071 s.design mpull nstu+nncontrol over and assumes no nepotalbitty for the 8'necesssaryanae full bsadngat a9 supports shown.SNmrwadgell fir•`. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. ) n f t:�. (i�' 6.This design Is furnished eub)ect to the Irritations set forth by 8.Plates shell be located on both faces of Imsa,and plead so their center ished on l�{111I I11111i11�1{{Ilfil�l�{�{Ill{II{ Mire SA Compu7rusiSoftware th will be 76.8(1L)En��L 1t canter Ines. 0.For bast connectorptines coincide with n�edesignvdveaseeEBR-1311.ESR•19680dRel0 TrnrWrCA In SCSI,copies of of EXP:f RE$:126377Z01b i L1111 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' IBC 2012 MAX MEMBER FORCES 4WRIODFICq=1.00 TC: 2x4 ROOF 915BTR LOAD DURATION INCREASE= 1,15 1.2=( 0136 2.5=(-33) 36 3.5=(-181) 127 BC: 2x4 HOOF#15878 SPACED 24.0' Q.C. 2.33((•89)) 49 WEBS: 2x4 ROOF STAND IC LATERAL SUPPORT<= 12.0C. DON. LOADING BC LATERAL SUPPORT<= 12'00. UON. LL( 25.0)+OL( 7.N) ON TOM CHORD= 32.0 PSF OL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HOR2 BOG REQUIRED BflG AREA OVERHANGS: 12.0' 0,0' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES 0'• 0.0' -61/ 367V •20/ 63H 5.50' 0.59 KDDF 625 Connector Flats prefix designators: LL=25 POP Ground Snow (Pg) 5'- 3.0' •24f 212V Of OH 5.50' 0,34 KODF ( 625 C,CN,C18 CN18 Or no prefix) =CoapuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11,1120H9,M11806,M16=MLTek NT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET, (DQND. 2: Oastgn checked tgr net f•5 path unlitt at 24 'vc soacino I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LEVE 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' 4-11-04 0-X03.12 MAX TC PANEL LL DEFL= 0.038' @ 2'• 10.1' Allowed= 0.279' T MAX 7C PANEL TL DEFL= -0.043' 9 2'- 8.1' Allowed= 0.419' 12 i 4.00G''" MAX HORIZ. LL DEFL= 0.000' @ 4'• 11.2' MAX HORIZ. TL DEFL= 0.000' @ 4'• 11.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 194 AT TIME OF MANUFACTURE. M•i.5x3 Design conforms to main windforce•resisttog 4 system and components and cladding criteria. 3 -r Wind: 140 mpph h=1Sft, TOOL=4.2 BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, �at.2, Exp,B, NWFRS(Olr), II load duration tactor=t. ( Truss designed for wind loads O Jr -sr: n in the plane of the truss only. 0 0 N xi I o _ M-3x4 M-1,5x3 • i, 3, J. 4.11-04 0-03-12 y y • y 1-00 5-03 • JOB NAME: POLYGON NW PLAN 7-B NH - E3 Scale: 0.6126 �o PROk��s (rv : /• o WARNINGS: GENERAL NOTES,anloea otherwise noted: ,Zt/� n':It+f.;l I' - , t Bolder and ereceon comraaar should be addled of all General Notes 1,Thls design Is based only upon the parameters shorn end h for en Individual '•.mac'': ' -9G P �" Truss: E3 and Warnings before eonstrudlon commences. building component ApplabiRly aidedon parameters end proper 2.2x4 compression web bredng must be Installed whore shown.. Inmrpomgon of component to the reepondbitty of the building designer. •� DES. BY: BS 3.Additional temporary bracing to Insure Robley during construction 2.Design assumes the top and bosom chords to be laterally braced at _ Is the reependbday of the erector.Additional permanent bracing of Y vs.and at hen o.a.respectively unless braced throughout their length by - continuous sheathing suchasplywood shulNn Cendierd pQ"� �%•: DATE: 9/12/2014 the overall structure le the responegslity otthe building designer. rg(r> rywsll(eC>- / = 4.No load should bee ted too 3.In tmppaaennftruss lathe laterdbredng required of theropedhorm.. •e1 �': pp any component agar MI 4.Deidgn usoures trusses nee Ctones used In noon-coeevaeoenvironment, n iron ' ':"9 '0H,EGON: SEQ. : 6059070 fasteners aro complete and at no lima shoosf arty tootle greater than S.Onlgn manes tnraaot are to be utedln a noneonosye om•Ironmmt z. -'41;‘, � _ �D. �•'' design loads be applied to any component and are Mr-dry condition`of use. -/. :'r. .Z�• . TRANS I D: 408071 S.CompuTrua has no control even end assumes no responsibility for the 0.Design assumes Ml bearing at all supports shown.Shim or wedge if •• : t4• • fabrication,handling,shipment and Installation of components, necessary, eq provided. Lf T� ' 6.T Is design Is furnished subject la the Iniraeons get forth by 0.Patteesns�ube locatedes uon booth drainage Was,ad placed so their comer ' 'n`� 1101 II I IIIII III I SII II I IIII IIII IIII Ik , c. request MTOUSA,(n /CompuTrua SoRWaro7.8.6(1L E o lineswith trbtct� tfpianlInIndult. sooESR-1311,E8R-1988(1417e16 EXPIRES:12/3112015 This design prepared from computer input by I��IIIIIIw��I PACIFIC LUMBER-BC TRUSS SPAN 5'• 9.0' DESIGN- ASSUMES MOISTURE CONTENT DOES LUMBERO: SPECIFICATIONSNOD #1&BTRLOAD DURATION INCREASE= 1.15 NOT EXCEED 19%AT TIME OF MANUFACTURE. TO: 2x4?WOE alABTR SPACED 24.0' O.C. BC: 2x4 KODF SUPPORT Design conforms to main windforce-resisting LOADING Design and components and cladding criteria. TC LATERAL Coc= 12'OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD= 92.0 POE BC LATERAL SUPPORT 4= 12'OC. UON. L ON BOTTOM CHORD = 10.0 POE TOTAL LOAD= 42.E POE Wind: 140 mph h=15ft, TCDL=4.2 BCOL=6.0, ASCE 7-10, Connector plate prefix designators: (All eights), Enclosed, tlat.2, Exp.B, Ui1FRS(Dir), C CN,CI8,CN18 or no prefix) =ConpuTrus, Inc LL=25 PSF Ground Snow (Pg) Trus duration fforowi R,M2OHS,U18HS,1116 =111.Tek MT series lends designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. Gable and truce on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT 110X-CONCURRENTLY. � Matx2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for complete specifications. 12 4.00 t7 9 . _ Allill II 1111 v v- 0 O N r at ./IdjiPggllIllIllIllIllIllIlIllillIlIlliIllil -/ Ofir OAF ArAir.g. /IF A 4 M-3x4 l y 1-00 y 5-03 . 0PR`Op: JOB NAME: POLYGON NW PLAN 7-B NH - E4 Scale: °•7797 • : ,'. .rip 4. 9iS• -• WARNINGS: GENERAL NOTES,unksa otherwise noted: • E 1.Balder and erection contractorahould be advised of an General Notes 1.bMuloddagsr s bond onN uponthe y of parameters esign shwn and Is an Individual :Ct `- end Yearnings before construction commences. bulldog com of component. U the mpomidaparameters bund pr designer. I " ... Truss: E4 a 2x4 compr.adonvrebbredng Must be Installed where shown*. inoo2.Design assrmes the top and bottom chords to be laterely braced et rte,,•• . 3.Additional temporary bradng to Insure stabiary during corrubudeon 2'o c.and at 10'o e respectivelyunlen braced throughout their length by �� Is the responsibility of Urs erector.Additional pommnont brodng of endlord I • DES. BY: BS continuous Moi C)• .'.•9 • 'OREG!ON:A �[J'- DATE: 9/12/2014 the crena structure Is the responslbntb of the hurting dalgner. 3.2r Impact bridging or lateral bredng tepdred wham shown+• A, 4.No load ahoiAd be applod to any carponanl until anor all bradng and 4.Installation of truss Is the responsiday of the respodhw contactor. rj "%.. h-. '. SEQ. : 5.Design assumes trusses ars to be aced In a non•comive environment, •./.' '�:Y•• r�Q: ��•': SLUI. : 6059071 d.aignnare eompbleendnlnoema should bads grunter than and arofor dry condleon-ofuse. • • i`c�' destpn loads bo a o coo rc°try r ompassu 6.Design assumes Ion hoodoo at an supporta shown.Shim or wod90 If • . TRANS I Q: 408071 s.comm.,.hof no eoatrol ever and nsumas no rospomlbiay for Tho necessary. p y,wtd V 1,3,1...\•-• O.This doatgn la furnhhsdtgabled tothe nitsharoaetpment and Installation of�kh by 8.Plattae dl be Woumes oled on both Woos of truss.and placed so their center IIll111111111111111f1111111I, t TPIAAISA,IncaCOrnpsofwhich Software7bhedLlErequest. In.Perbedoconnaaorpfefodedgnvelua°an ESR1311,CSR1008Hdfrep EXP:IRES:12131/2015