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Plans (35) f � 7.1-076 1 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 2-21 1 UPPER Fax 916/676-1909 POLYGON 4ABC 11/2012 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R35370856 thru R35370860 My license renewal date for the state of Oregon is June 30,2014. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. k<?. 40,, 0'1'4 Crcb s - Digital Signature EXPIRATION DATE:06/30/14 October 26,2012 Tingey,Palmer 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. MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Fax 916/676-1909 Re: PL1 2-21 1_UPPER POLYGON 4ABC 11/2012 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R35370856 thru R35370860 My license renewal date for the state of Washington is August 1,2014. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. S.T7nr qP *Asti I — ?0 r% t f 0 . 44,, > T s October 26,2012 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. 9. Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370856 PL12-211_UPPER FG - FLOOR TRUSS 1 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:30 2012 Page 1 ID:Fz9QzgfDnIT1 tgjap2TkUzyPYh_-ITFUeM2nJD7JzVh5RfMDdGrkHxontoJdkfZUKZyPYRd I too 1 11-0-12 II 1-2-0 1u�� Scale=1:36.3 1.54 II 1.513 II 1.5x3 II 1.513 II 1.563 II 1.563 II 1.563 II 1.563 II 3x6 FP= 1.5x3 II 465=- 1 1 2 3 4 5 6 7 B 9 16 11 12 13 14 15 /6 17 18 19 2e 21 22 0 e v a kei a e° 34 33 32 31 30 29 26 27 26 25 24 3x6= 34= 366 FP= 365= 1.54 11 315= 355= 365= 315= 466= 366= 1.563 SP= Sts= 8-11-12 I 7-9-12p-0.12 i I 71-e-17 1 7-9-12 0-7-0 0-7-0 12-10-0 Plate Offsets(X,Y): (1:Edge.0-1-8].[8:0-1-8.Edae1.f29:0-1-8.Edge] LOADING(psf) SPACING 1-0-0 CSI DEFL in floc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.34 28-29 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.53 28-29 >492 360 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.08 23 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:111 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF 2400E 2.0E end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 35=664/0-5-8 (min.0-1-8),23=990/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1265/0,3-4=-1265/0,4-5=-2252/0,5-6=-2252/0,6-7=-2969/0,7-8=-2969/0, 8-9=-3443/0,9-10=-3443/0,10-11=-3800/0,11-12=-3800/0,12-13=-3802/0, 13-14=-3802/0,14-15=-3584/0,15-16=-3584/0,16-17=-3122/0,17-18=-3122/0, 18-19=-3122/0,19-20=-1950/0,20-21=-1950/0 sKE,V2.S.T BOT CHORD 34-35=0/684,33-34=0/1788,32-33=0/2652,31-32=0/2652,30-31=0/3443,29-30=0/3443, 1' fi 23-24=0/1038 3 24=0/039 27-28=0/3833,26-27=0/3721,25-26=0!3380,24-25=012797, C) 14 WEBS 2-35=-932/0,2-34=0/815,4-34=-732/0,4-33=0/650,6-33=-560/0,6-31=0/445, , fti s 0 8-31=-734/0,21-23=-1410/0,21-24=0/1282,19-24=-1187/0,19-25=0/455, `e, 4-. `r -' 16-25=-362/0,16-26=0/285,10-29=-496/46 i - NOTES z � 1)Unbalanced floor live loads have been considered for this design. "P 30496 ; 2)All plates are 3x4 MT20 unless otherwise indicated. FGISTEW' 'C`` 3)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "S,s Cid" 4)Required 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 `��/0 A1.t^. 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)468 lb down at 18-3-0 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). (} PR OPE6, LOAD CASE(S) Standard \ t N ,,4j l 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 1,14 „ Uniform Loads(pIf) C 6: e'�E 1-` Vert:23-35=-5,1-22=-50 Concentrated Loads(Ib) ! Vert:19=-468(F) ' `/ R s.-SAilfN Digital Signature EXPIRATION DATE:06/30/14 J October 26,2012 1 I A Verify der,parameters arid READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE fr•7473 BEFORE ME,Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mitek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informatfon available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(SF or SPp)lumber/s specified,the design values are those effective 1':120f2 by ALSC or proposed by SF18, t v Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370857 PL12-211_UPPER FT1 FLOOR TRUSS 22 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:31 2012 Page 1 ID:Fz9QzgfDnIT1 tgjap2TkUzyPYh_-mgptri3Q4XFAbfGH?MtSATNtsL5TcDfmzJJ1 sOyPYRc 1 2-0-0 I 2-0-0 I I 2-9-0 l 184 ii 1-2-0 1 1 1-0-8 I I 1-90 I Scale.1:37.3 1.553 II 1.553 II 30= 1.54 II 34= 1.54 II 3x4= 1.553 II 34= 3x6 FP= 3x4= 1.54 II 34= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 • • 0 e e. - 9 wi 22 21 20 19 18 17 16 171. 34= 3x10= 34 FP=34= 1.553 II 315= 3x6= 3510= 3x4= 356 SP= 8-11-12 I 7-9-12 r-d-1J I 71-417 I 7-9-12 47.0 0.7-0 12-10-0 Plate Offsets(X.YI: 16:0-1-8.EdagM20:0-1-8.Edgej LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 15 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=954/0-48 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3074/0,3-4=-3074/0,4-5=-4665/0,5-6=-4665/0,6-7=-4998/0,7-8=-4998/0,8-9=-4422/0,9-10=-4422/0, 10-11=-4422/0,11-12=-2779/0,12-13=-2779/0 BOT CHORD 22-23=0/1717,21-22=0/4051,20-21=0/4051,19-20=0/4665,18-19=0/4665,17-18=0/4821,16-17=0/3728, 15-16=0/1532 ,k S.NI WEBS 5-20=-335/0,2-23=-1923/0,2-22=0/1521,4-22=-1094/0,4-20=0/897,13-15=-1767/0,13-16=0/1438,11-16=-1094/0, p`s 11-17=0/801,8-17=-459/0,8-18=0/287,6-18=-211/639 Y t&1AS�jr � NOTES t;:' G 1)Unbalanced floor live loads have been considered for this design. 1_ 0' fix, 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '1 3)Required 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 r be attached to walls at their outer ends or restrained by other means. .^ 4, LOAD CASE(S) Standard 0 4 1STR 4 T sSiONAL 4 f� Digital Signature EXPIRATION DATE:06/30/14 1 October 26,2012 a _ 1 AWARNING-Verify design parameters and READ NO7ES ON 77178 AND INCLUDED MINK REP PAGE;ift7-7471 BEFORE U55 _ 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 responsibillity of the M� erector.Additional permanent bracing of the overall structure is the responsibilityTek° of the building designer.For general guidance regarding fYi 1 fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Scdithern Pine(SP or S7p)lumber is specified,tie design values are those effective 9Sa"flt/2012 by ALSO or proposed by SP18. Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370858 PL12-211_UPPER FT2 Floor Truss 1 1 Job Reference(optional). Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MiTek Industries,Inc. Fn Oct 26 10:06:32 2012 Page 1 ID:Fz90zgfDnIT1 tgjap2TkUzyPYh_FsNF3242rgN1 DorTZ4Ohihw4LkStLj3WCz2b0SyPYRb 2-6-0I I 2-5-4 II 1-2-0 II I Scale=1:31.3 1 533 II 348= 1.543 II 3x4= 1.5x3 II 344= 1.543 II 3x6= 1.553 11 6 7 8 9 1 2 3 4 5 ee 1,4,4004444.44.4444.4% 000000•000000 \ e e � MI 4 13 12 11 334= 3x8= 1.5x3 II 3x4= 3x8= 3tc4 9-1-4 18-4-4 7-9-12 18-4-12 13-11-121 I 9-3-0 7-9-12 0-7-0 0-7-0 0-1-8 Plate Offsets(X Yl: 14:0-1-8.Edael.112:0-1-8.Edael LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.26 11-12 >832 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.42 11-12 >524 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.07 10 n/a n/a Weight:81 lb FT=0%F,0%E BCDL 5.0 Code IBC2009/TP12007 (Matrix) LUMBER BRACING TOP CHORD 4 X 2 DF No 1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. Stud WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) 15=802/0-4-4 (min.0-1-8),10=802/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2872/0,3-4=-2872/0,4-5=-3464/0,5-6=-3464/0,6-7=-2880/0,7-8=-2880/0 BOT CHORD 14-15e0/1721,13-14=0/3464,12-13=0/3464,11-12=0/3430,10-11=0/1723 WEBS 2-15=-1858/0,2-14=0/1242,4-14=-806/0,8-10=-1860/0,8-11=0/1248,6-11=-594/0,6-12=-229/358 NOTES �Y "S81-4`r, 81- . 1)Unbalanced floor live loads have been considered for this design. C� 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 CO A to be attached to walls at their outer ends or restrained by other means. r t' LOAD CASE(S) Standard 30496, � D PR OPE iccotS'cSco. 14.G1 CC ,:tt•!' .! J yir w04. cP ,`/'R s' Digital Signature EXPIRATION DATE 06/30/14 October 26,2012 1 WARNIWG-verify desiga pvnossdrrs and READ NOTES ON TIDE AND INCLUDED NITRE RSFEREM E FAGS tirr-7478 BEFORE USE, -_ Design valid for use only with Mffek 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 s the responsibillity of the '��� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCS/Building7777 Greenback Lane,Suite 109 Component 7777 Heights,kA,95610 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. If Southern Pine(SP or SPp)Ittmberis specified,the design values are those effective 141/2012 by ALSC or proposed by SF18, 16, • Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 PL12-211_UPPER FT3 Floor Truss 15370659 7 1 Pacific Lumber&Truss Co.,Hillsboro,Ore Job Reference/optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:33 22 Page 1 ID:Fz9QzgfDnlT1tgjap2TkUryPYh_i2wdGN4gc8VugyQg6nvwFuTFP8pU4AX3RdwuyPYRa I 2-6-0I I 2-54 I I 1-2-0 I I 13-9 1 cam=1:31.0 1.5x3 II 356= 1.563 II 354= 154 II 34= 1 2 3 4 5 1.553 II 396= 3 II • d • 6 8 ry • 14 13 12 11 3x4= 10 358= 1.5x3 II 3x4= 368= 354= 5-12 9-1-4 1 7 7-9-1 z 18-4-0.7.012�o-;a21 I 18-1-8 9-0-4 I Plate Offsets(X.Y): 14:0-1-8.Edge].[12:0-1-8.Edgel 5- 1$ LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight 80 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&BV end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=791/0-4-4 (min.0-1-8),10=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2824/0,3-4=2824/0,4-5=-3381/0,5-6=-3381/0,6-7=-2830/0,7-8=-2830/0 BOT CHORD 14-15=0/1697,13-14=0/3381,12-13=0/3381,11-12=0/3356,10-11=0/1698 WEBS 2-15=-1832/0,2-14=0/1217,4-14=-770/0,8-10=-1833/0,8-11=0/1222,6-11=-568/0,6-12=-227/340 NOTES ,jot S.T/ 1)Unbalanced floor live loads have been considered for this design. �� Cfi 2)Refer to girder(s)for truss to truss connections. C) tj 3)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. T�' , : '0 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 ,:,, i 7.. to be attached to walls at their outer ends or restrained by other means. = LOAD CASE(S) Standard t 'i30496 €QfSTER 0., 4E7. -.0.- G N �s> Av. 4 16: v1-- / •49Zy Pi S.1.\\4‘'. Digital Signature EXPIRATION DATE:06/30/14 October 26,2012 9 ® pfzrarnaters owl READ momsoafB aasairt arm r __ mit Design valid for use only with MTek connectors.This design is based onlyuponparametersuse o BEFORE ' Applicabilityof designgsponsilitshown,and is for a individual budding component.sown g parameters and proper incorporation of component h responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTel( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component If Southern Pine(SP or Shp)Umber is Ispecif d,Safety Information available from Truss Pate the design values are those effec781 N.Lee Sheet,Suite 312, tive Citrus He 112812 t:yALSC or proposed by SPIE. 7777 Greenback Lane.Suite toHeights,CA,95810 p Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 PL12-211 UPPER FT4 R35370860 Floor Truss 1 1 Pacific Lumber&Truss Co.,Hillsboro,Ore Job Reference(optional), 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:33 2012 Page 1 ID:Fz9QzgfDnrr1 tgjap2TkUzyPYh_-j2wdGN4gc6VugyQg6rrvwFuTlb8td4Ay3Rdo8wuyPYRa I 2-2-12 I I 2-6-0 I Scale=1.21.7 1.563 II 1 345= 2 33x4_ 1.523 II 1.563 II 0 4 5344 6 4 : - 1 9346= 6366= 1.563 II 344= I 12-8-12 12-8-12 I LOADING(pst) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.07 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.12 8-9 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.59 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight 57 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 0-4-4 except Qt=length)7=0-4-8,7=0-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)except 10=554(LC 1),10=554(LC 1),7=554(LC 1),7=554(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-548/0,1-2=-1069/0,2-3=-1069/0,3-4=-1668/0,4-5=-1668/0 BOT CHORD 8-9=0/1619,7-8=0/1118 WEBS 5-7=-1207/0,5-8=0/594,3-9=-593/0,1-9=0/1169 NOTES yaw 'E, S.7 pu ''Cl. 1)Non Standard bearing condition. Review required. "- tjY 44AS,1t 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. „r,,,,,(,, y (r;. 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 / v to be attached to walls at their outer ends or restrained by other means. rr i„sa..,_. LOAD CASE(S) Standard , r� �r IST ' ``= `S'1ONAL V-- 5,' (3 PR OF.LS ORi -If WS NAC'A s. �. Digital Signature 1 EXPIRATION DATE:06/30/14 October 26,2012 t iFAR,WNG Veli dies A A +parameters<tadRE.ND NOTES ON THIS ARO INCLUDED WEN REFERENCE PACrE Nt7.7473 BEFORE USE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown l« is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the , 11 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ITek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualtiy CrilHla,DSB-89 and SCSI Beilding Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 If Southern Pine(SP or SPM lumber is specifidr cisc design values are those effective 06B112012 by ALSO or proposed by SM. Citrus Heights,CA,95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4joint unless x,y onFailure to Follow Could Cause Property 1 offsets are indicated.Centerplate6-4-8 dimensions shown in ft-in-sixteenths I I (Drawings not to scale) Damage or Personal Injury NMIDimensions are in ft-in-sixteenths. 11‘6146. Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. 1 2 3 diagonal or X-bracing,is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer.For C1-2 C2-3 wide truss spacing,individual lateral braces themselves 0�/16� may requirematerials bracingon ,orinadealterqnativeuatelybraced Tor I 0 bracing should be considered. 711111 11111— O 3. Never exceed the design loading shown and never S trusses. r � a U4. Provide copies of this truss design to the building C�IL11,44/Prigil* e co- S6 0 designer,erection supervisor,property owner and For 4 x 2 orientation,locateBOTTOM CHORDS all other interested parties. plates 0-144'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightlyagainst each other. 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7. Design assumes trusses wit be suitably protected from the environment In accord with ANSI/TPI 1. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. software or upon request. 9. Unless expressly noted,this design is not applicable for PRODUCT CODE APPROVALS use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: 10.Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator.General practice is to 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR 1988 camber for dead load deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 11.Plate type,size,orientation and location dimensions the length parallel to slots. Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Southern Pine lumber designations are as follows: specified. SYP represents current/old values as published / Indicated by symbol shown and/or by AWC in the 2005/2012 NDS 13.Top chords must be sheathed or purlins provided at by text in the bracing section of the SPp represents SPIB proposed values as provided spacing indicated on design. output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15,2011 if indicated. SP represents ALSC approved/new values 14.Bottom chords require lateral bracing at 10 ft.spacing, with effective date of June 1,2012 or less,If no ceiling is installed,unless otherwise noted. (2x4 No 2 and lower grades and smaller sizes), BEARING and all MSR/MEL grades 15.Connections not shown are the responsibility of others. 16.Do not cut or alter truss member or plate without prior approval of an engineer. Indicates location where bearings ©2012 MiTek®All Rights Reserved`MEOW (supports) occur. Icons vary but 17.Install and load vertically unless indicated otherwise. reaction section indicates joint NMI number where bearings occur. NM18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with ► Min size shown is for crushing only. project engineer before use. Industry Standards: MI 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. a 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, MiTek Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.09/04/2012 f MiTek. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 2-211 UPPER Fax 916/676-1909 POLYGON 4ABC 11/2012 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R35370856 thru R35370860 My license renewal date for the state of Oregon is June 30,2014. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. „ PROpt.fid' fir{ C. �i si ®-.e.a ,fig '4•7 •t•-• S. \ Digital Signature EXPIRATION DATE:06/30/14 October 26,2012 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. 111 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL12-21 1 UPPER Fax 916/676-1909 POLYGON 4ABC 11/2012 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:835370856 thru R35370860 My license renewal date for the state of Washington is August 1,2014. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. st S.TNr �z,oWasy, c e„, _i I f `tTl� / October 26,2012 Tingey,Palmer 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. w T Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370856 PL12-211_UPPER FG FLOOR TRUSS 1 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:30 2012 Page 1 ID:Fz9QzgfDnIT1 tgjap2TkUzyPYh_-ITFUeM2nJD7JzVh5RfMDdGrkHxontoJdkfZUIQyPYRd I 1'" 1 I 1-0-12 1 1 7-2-0 110-10-9 Seale=1:36.3 1.5x3 II 1.553 II 1.5.3 II 1.5X0 II 1.553 II 1503 II 1.5x3 II 1.553 II 356 FP= 1.5X0 II 4.5= 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 o e.m1 ee a a \ e 34 33 32 31 30 28 27 26 25 24 356= 3x6= 3x6 FP= 3x5 w 15.3 11 3.5 w 3x5= 3x5= 3x5= 456= 359= 1.553 SP= 3x5= 8-11-12 I 70-.12 P-4-1210.7-0 I 21-A-12 7-9-12 0.7-0 12-10.0 1 Plate Offsets(X.Y): [1:E.ye.0-1-$1[8:0-1-8.Edgej.129:0-1-8.Edge] LOADING(psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.34 28-29 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.53 28-29 >492 360 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.08 23 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:111 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 35=664/0-5-8 (min.0-1-8),23=990/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1265/0,3-4=-1265/0,4-5=-2252/0,5-6=-2252/0,6-7=-2969/0,7-8=-2969/0, 8-9=-3443/0,9-10=-3443/0,10-11=-3800/0,11-12=-3800/0,12-13=-3802/0, 13-14=-3802/0,14-15=-3584/0,15-16=-3584/0,16-17=-3122/0,17-18=-3122/0, 18-19=-3122/0,19-20=-1950/0,20-21=-1950/0 4412 S.x BOT CHORD 34-35=0/684,33-34=0/1788,32-33=0/2652,31-32=0/2652,30-31=0/3443,29-30=0/3443, 1' C`, •28-29=0/3688,27-28=0/3833,26-27=0/3721,25-26=0/3380,24-25=0/2797, R CS 1VA$j 7 23-24=0/1035 WEBS 2-35=-932/0,2-34=0/815,434=-732/0,4-33=0/650,6-33=-560/0,6-31=0/445, 4 � 0 8-31=-734/0,21-23=-1410/0,21-24=0/1282,19-24=-1187/0,19-25=0/455, to 1— 16-25=-362/0,16-26=0/285,10-29=-496/46 NOTES .y 1)Unbalanced floor live loads have been considered for this design. ., 30496 ti% 2)All plates are 3x4 MT20 unless otherwise indicated. 4 � is-rt, 4? 3)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. j� 4)Required 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 'i0 'AL 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)468 lb down at 18-3-0 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). ��RtrO PR Opk- LOAD CASE(S) Standard \Co F t j'o 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 C �✓ `moi Uniform Loads(plf) A �7 Vert:23-35=-5,1-22=-506:;,,,2r Concentrated Loads(Ib) ir Vert:19=-468(F) OR—.0 �.` +7 Digital Signature EXPIRATION DATE 06/30/14 1 October 26,2012 8 1 1dV.sY£ar •Verify.design kszninineters and RENIS NOTES ON MIS AlCi d uutizeo FS=REFERENCE PAGE EIN747:3 BEFORE ifiSE. �� 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualtly Criteria,DSB-89 and'SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 If Soothers.Pine(SP or Vol lumber is specified,the designvalues are those effective 06,V1/201,2 try ABC or proposed'.by RI Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370857 PL12-211_UPPER FT1 FLOOR TRUSS 22 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:31 2012 Page 1 ID:Fz9ozgfDnlTltgjap2TkUzyPYh_-mgptri3o4XFAbfGH?MtSATNtsLSTcDfmzJJ1 sOyPYRc I 2-0-0 I 2-0-0 I I 2-0-0 1-5-4 I 1-2-0 I I 1-8-8 1-9.0 I Sate=1.37.3 1.503 II 1503 I I 308= 1.503 I I 344= 1.5X3 I I 344= 1.553 I I 304= 346 FP= 304= 1.543 II 308= 1.5X3 I I 12 3 4 5 6 7 6 9 10 11 12 13 14 Ate/ 22 21 20 19 18 17 16 1,4= 3x10= 3x6 FP=3x4= 1.503 II 305= 306= 3010= 3x4= 306 SP= 8-11-12 7x_12 a-0 12, 1-417 is_>� I 7-9-12 10-0 Plate Offsets(X.Y): 16:0-1-8.Edael.120:0-1-8.Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 15 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=954/0-4-8 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3074/0,3-4=-3074/0,4-5=-466510,5-6=-4665/0,6-7=-4998/0,7-8=4998/0,8-9=4422/0,9-10=4422/0, 10-11=-4422/0,11-12=-2779/0,12-13=-2779/0 BOT CHORD 22-23=0/1717,21-22=0/4051,20-21=0/4051,19-20=0/4665,18-19=0/4665,17-18=0/4821,16-17=0/3728,15-1 S.? WEBS 5-20=-335/0,2-23=-1923/0,2-22=0/1521,4-22=-1094/0,4-20=0/897,13-15=-1767/0,13-16=0/1438,11-16=-1094/0, "Z,32 " 11-17=0/801, 11-17=0/801,8-17=-459/0,8-18=0/287,6-18=-211/639 -C 44, NOTES 1)Unbalanced floor live loads have been considered for this design. , 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Required 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 /, r be attached to walls at their outer ends or restrained by other means. ,. E.„? 30496,x, LOAD CASE(S) StandardIONAL (j (c ii„,,t0 PR Opts s/ ,OFt7.O ° Digital Signature EXPIRATION DATE:06/30/14 J October 26,2012 e fdlARNlNG..Veo- des/ga parantafers mod READ MOTES ON THIS AND INCLUDED MFTEK REFERENCE PAGE MII-7473 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 responsibillity of the ITLk' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/IPI1 Qualify Galeria,DSB-89 and SCSI Betiding Component 7777 Greenback Lane,Suite 109 If SouthernPine(SP or SPp)lumberis steps d etineedesign values ere Suite those effective f42t24°t2 by ALSC yr proposed by SF18. cams Heights,GA,95610 Y 1 Job Truss Truss Type Qty PlyIPOLYGON 4ABC 11/2012 PL12-211_UPPER FT2 Floor Truss R35370858 1 1 Pacific Lumber&Truss Co.,Hillsboro,Ore Job Reference(notional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 2610:06:32 2012 Page 1 ID:Fz9QzgrDnlTltgjap2TkUzyPYh-FsNF3242rgN1DorTZ4Ohihw4LkStLj3wCz2bOSyPYRb 2so I I 2-5-4 II 1-2-0 II 1-0-0 Scale 5 1:31.3 1.553 II 356= 1.5x3 II 1 2 3 344= 1.553 II 344= 1.553 II 3x6= q 5 9 II _ 6 7 4,440044,4004.044444, e e e 9 d 354= 3 12 35B= 1.553 II 354= 11 355= 3x4= I 7-9-12 9-1-4 7-9-12 18.4-12�11-1z11 18-0-4 o-7-0 5-7-0 9-3-0 I Plate Offsets(X.Y): [4:0-1-8.Edaej.f12:0-1-8 Edge) a1 B LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.26 11-12 >832 480 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.42 11-12 >524 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.63 BCDL 5.0 Horz(TL) 0.07 10 n/a n/a Code IBC2009/TPI2007 (Matrix) Weight 81 lb FT=0%F,0%E LUMBER TOP CHORD 4 X 2 DF No.t&Btr BRACING BOT CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 4 X 2 DF Stud/Std end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=802/0-4-4 (min.0-1-8),10=802/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2872/0,3-4=-2872/0,4-5=-3464/0,5-6=-3464/0,6-7=-2880/0,7-8=-2880/0 BOT CHORD 14-15=0/1721,13-14=0/3464,12-13=0/3464,11-12=0/3430,10-11=0/1723 WEBS 2-15=-1858/0,2-14=0/1242,4-14=-806/0,8-10=-1860/0,8-11=0/1248,6-11=-594/0,6-12=-229/358 NOTES S.Tiiv 1)Unbalanced floor live loads have been considered for this design. 412- CSV.V'ASj77.G.:, 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. is.Y .y 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. Strongbacksj. �J to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 0496 {/' \S"/-0‘Gli STESt \ 1AL tO PR Opt tts 0,0, { pr 9 "A S- SN \\ � Digital Signature 00000000000 .._ ( EXPIRATION DATE,06/30114 i + October 26,2012 ® s WARNING-V design T ttzr�aD 1 ON ruts INCLUDED 4f f/7473 a tmll ° 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 b for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quoin,/ Criteria,DSB-89 and SCSI Building Component MnG@nba Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. If Citrus Heights,CA,95610 Souther#t a(SP or SPp)lust eras speCif1E ... S valves ore those effective OM T l}Orfgg{¢ SppB ALSC or nn Greenback Lane,Suite 109 ,. r t Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370859 7 1 Truss PL12-211_UPPER - FT3 Floor Job Reference(ootionall 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:33 2012 Page 1 Pacific Lumber&Truss Co.,Hillsboro,Ore ID:Fz9QzglDnlTltgjap2TkUzyPYh_-j2wdGN4gc8VugyOg6nvwFuTFP8pU4AX3Rdo8wuyPYRa 2-5-4 I I 1-2-0 I I 1-3-4 I I 280 I I Sale=1:31.0 1.53 II 3x6= 153 II 3�= 1.5103 II 364= 53 II 964= 9 1.53 II 4 5 8 7 e 3 5 2 Ra• e $ e e� 1 410 13 12 11 74 3x8= 3x4= 318= 1.53 II 9x4= 3x4= 9-1-4 18-1-0 I 7-9-12 1&4-0-7.012 r11-121 I 9-04 I 7.9-12 0-7-0 0-1-8 Plate Offsets(X.Y): 14:0-1-8.Edael.112:0-1-8.Edael CSI DEFL in (loc) 1/deft Ud PLATES GRIP LOADING(psf)40.0 SPACING 1-7-3.0TC 032 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCLL 40.0 Plates Increase 1.00 >552 360 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a Weight:80 lb FT=0%F,0%E BCDL 5.0 Code IBC2009/TPI2007 (Matrix) BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except TOP CHORD 4 X 2 DF No.1&Btr rticals. BOT CHORD 4 X 2 DF No.1&Btr BOT CHORD eand did velocal directly applied or 10.0-0 oc bracing. WEBS 4 X 2 DF Stud/Std REACTIONS (lb/size) 15=791/0-4-4 (min.0-1-8),10=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2824/0,3-4=-2824/0,4-5=-3381/0,5-6=-3381/0,6-7=-2830/0,7-8=-2830/0 BOT CHORD 14-15=0/1697,13-14=0/3381,12-13=0/3381,11-12=0/3356,10-11=0/1698 WEBS 2-15=-1832/0,2-14=0/1217,4-14=770/0,8-10=-1833/0,8-11=0/1222,6-11=-568/0,6-12=-227/340 ti qP YvASyf s S.,)„,f 0 r NOTES 1)Unbalanced floor live loads have been considered for this design. �^� rj 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. - 41a ' 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 . I- to be attached to walls at their outer ends or restrained by other means. Piz LOAD CASE(S) Standard ' � 6 44 'GfSTrSi- "" 0S/°NALV4 tON1ALV, 414 '47 16:1r- • 8 ' ORE ...44( lop 'RS "C�� Digital Signature i EXPIRATION DATE:06/30/14 October 26,2012 ki ®W: -Verifg design pen oza �tl NOTRE ON THIS AND INCLUDED NITER REFER PAGE €I.7 BEFORE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and'a 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 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,consul ANSI/TPI1 Qualify Cdled°,DSB-89 and SCSI Building Component 77771 reegnba kCA,Lane Suite 109 Safely Information available from Truss Pate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. if Southern Puce(SP or SPp)lumber is speciffed,ttle design values ere ttfoseeffect/ve Oratiatl2 by ALSC or proposed by SPtB. .11 Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 PL12-211_UPPER FT4 Floor Truss 835370660 1 1 Pacific Lumber&Truss Co.,Hillsboro,Ore Job Reference(optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 2610:06:33 2012 Page 1 I 2-2-12 I I 2.6-0ID:F29QzgFDnIT1 tgjap2TkUryPYh_j2wdGN4gc8VugyQg6nvwFuTlb8td4Ay3Rdo8wuyPYRa I Scale=1:21.7 1 54 II 1.553 II i 345= 2 3344= leo II ® 4 5344= 9 6 4 _ 9348= 86 1.5x3 II �'� 3x4= I 12-8-12 126-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.07 8-9 >999 480 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.12 8-9 >999 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr WEBS 4 X 2 DF Stud/Std end verticals. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS All bearings 0-4-4 except(jt=length)7=0-4-8,7=0-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)except 10=554(LC 1),10=554(LC 1),7=554(LC 1),7=554(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-548/0,1-2=-1069/0,2-3=-1069/0,3-4=-1668/0,4-5=-1668/0 BOT CHORD 8-9=0/1619,7-8=0/1118 WEBS 5-7=-1207/0,5-8=0/594,3-9=-593/0,1-9=0/1169 NOTES ��,K.E,12 S. , 1)Non Standard bearing condition. Review required. •r V WA-, vL 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. K.v --->, s`,. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks �v.- to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard tet : 30496 ` % , 'OISTt_ `) \ ' Worst, i, t(= tO PRO s S.OPPr iti Digital Signature 1EXPIRATION DATE.06/30/14 : October 26,2012 ®WARNING-Ver desparameters and READ NOTES ON TANS AND INCLUDED NITER REFERENCE PAGE 1-74 BEFORE ME I. Design valid for use only with Mick connectors.This design is based onlyuponparameters Applicabiliiy of design parameters andgsponsi shown,and is for a individual buildingi .component.B ishown 1 .. is for lateral supportproper incorporationnly. ddnol component k ting tobnsy of building designer-not tions designer.Bracing of individual web members only.Additional temporary bracing insure stability during construction is the responsibilliy of the _ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component IGrenb Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,10 109 if Southern Pine{SP or SPp)ambers specifled,;the design values are those effective�4124t2 by ALSC or proposed by SPIE C Ws Heights,CA,95610 r Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Could Cause Property 6-4-8 dimensions shown int ft-in-sixteenths Damage Follow Personal Injury �3/4 Center plate on joint unless x,y I (Drawings not to scale 1 rY offsets are indicated. r_�� Dimensions are in ft-in-sixteenths. �� Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. 1 2 3 diagonal or X-bracing,is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer. or C1-2 C2-3 wide truss spacing,individual lateral braces themselves 1 �� may require bracing,or alternative Tor I �'/16 ly bracing should be considered. 3. Never exceed the design loading shown and never 01111,M stack mater als on inadequatey braced trusses. �— 4. Provide copies of this truss design to the building (:). 01- Q designer,erection supervisor,property owner and III ~ all other interested parties. mor For 4 x 2 orientation,locate BOTTOM CHORDS plates 0-1nd'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. 7. Design assumes trusses will be suitably protected from THE LEFT. the environment in accord with ANSI/TPI 1. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT *Plate location detailsavailable in MiTek 20/20 NUMBERS/LETTERS. 8. Unless ot otherwise of edat time ure content of lumber softwareeor upon request. shall ned 9. Unless expressly noted,this design is not applicable for PRODUCT CODE APPROVALS use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: 10.Camber is non-structurala consideration and is the The first dimension is the plate Camber isia of roGeneral practice is to 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 camber for deadoloada deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 11.Plate type,size,orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and LATERAL BRACING LOCATION In all respects,equal to or better than that Southern Pine lumber designations are as follows: specified. SYP represents current/old values as published Indicated by symbol shown and/or by AWC in the 2005/2012 NDS 13.Top chords must be sheathed or purlins provided at by text in the bracing section of the SPp represents SPIB proposed values as provided spacing indicated on design. output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15,2011 SP represents ALSC approved/new values 14.Bottom chords require lateral bracing at 10 ft.spacing, if indicated. with effective date of June 1,2012 or less,if no ceiling is installed,unless otherwise noted. (2x4 No 2 and lower grades and smaller sizes), 15.Connections not shown are the responsibility of others. BEARING and all MSR/MEL grades 16.Do not cut or alter truss member or plate without prior approval of an engineer. Indicates location where bearings IMM ©2012 MiTek®All Rights Reserved O (supports) occur. Icons vary but 17.Install and load vertically unless indicated otherwise. reaction sectionrBarings occur.j ur MI NMI 18.Use of green or treated lumber may pose unacceptable number where bearings Mit environmental,health or performance risks.Consult with Min size shown is for crushing only. project engineer before use. Industry Standards: 19.Review all portions of this design and pictures)before use.Reviewing p(fronti back,alone ords ANSI/TPI1: National Design Specification for Metal is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. MiTek4) BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate MiTek Engineering Reference Sheet:MII 7473 rev.09/04/2012 Connected Wood Trusses. g c r m Q2 2O i In Z D 0 W N ? Z il 2 3 Jo rr y —• Co 3 00; r. ; c I5',31/4" 2 N y� n _ -r— C2 GE I w n`5 # , a sW y H $ $ o° _con r. H coBJ2 Ri C2 019 -:Nik\LX _ $ BJ3���� �, L\X� BJ4 4OF4 ® % W BJ5 a GN 11111 1.1 griFAzig 1 cl BJ5�" BJ4PIr (4) "I c , 1 / BJ3iG � o� R ihk Zir co fg Ian. CO ' Ilk BJ2 3 �,I I i■ II. BJ1 C1GE a Er: pa i NV'f 6'-9114' < „,,c4,,,,,0 0 w r.� �,._ 1V ' zmonn in c3- o rfi O m O O R r- 1 H,,' z N 04° Z, CONFORMS TO DESIGN CONCEPT a,CO 0 z a 3 MI [I CONFORMS TO DESIGN CONCEPT WITH z`�` o REVISIONS AS SHOWN �, Q W{'• v o ❑ NON CONFORMING-REVISE AND RESUBMIT z c_, Z 0m m _ THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 0. a ~ m .>6 , G1 cn yr y m � 2 CO WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE w F r r m n n FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE rn "Y:, G DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY � ri 0 0 G m n nO O OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. oom� m m S d R-.;,"81 m -I By: Todd R. Eaton Date: September 19, 2014 -1 Mlle --+ " r§� m § CT ENGINEERING INC A m n i2 rii 9mn R a_ pip• W a < Z Z y Cr s. 82 2-- 0 5 'i' c; Z z a 2 1 43 M y F 6'-9114' 1 C 3 Cl GE co E E F n E 0 d (mss . s j i I ; ' � i D . ,I y y y m -+ . , ' OH I 1 _Eu3 OD N ' lir : 2 55 , ,� 1 t NuII• e ►.•w 1.11.W.,mmilift , „„ , 5 T A # $g ,R �i111.--0' alz-�� ` ip clukr4;P iii -111. loL ..„ , k , ri 1 ' , 1 ' : 3 jegrog . M 16, t,„4 . til\`�. : oh.. , : I (1) Pr I I > es, _ , ' 1 5'-m I03 5 /� I S. 4r H ® CONFORMS TO DESIGN CONCEPT "i' ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE rt i FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 03g DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 1 OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. a By: Todd R, EatoR Date: September 19. 2014 n CT ENGINEERING INC MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPi/WTCA In BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design,values see ESR-1311,ESR-1988(MTek). 41 4 w,..., .:iik IF . tV 1 f .s, °� At 4:1 S0 , 6‘147 I60.' .. i3 1t14l/ r . ExpiRES G/30I15 This design prepared from computer input by 1111111111This LUMBER-BC TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS TION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-11=(•812) 5219 11- 3=( -213) 1685 TC: 2x6 KDDF MEM; LOAD DURASPACED 24.0" O.C. 2- 3=(-5910) 963 11.12=(-711) 4492 3.12=(-1306) 261 2x6 KDDF #16BTR T2 3- 4=(-3590) 637 12.13=(-653) 3979 12- 4=( -181) 1190 BC: 2x4 KDDF #16BTR; 25 +DL( 70)LOADING 4- 5=(-3201) 603 14-15°) 0) 0 12- 5=(-1187) 277 2x6 KDDF S1ANDH 83 LL( .0) . ON TOP CHORD = 32.0 PSF 5- 6=(-4080) 801 13.15=(-684) 3961 5.13=( -180) 845 WEBS: 2x4 KDDF STAND DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3654) 745 15.16=047) 3784 13- 6=( -67) 678 TOTAL LOAD = 42.0 PSF 7- 8=(-4112) BOB 16- 9=(-653) 3596 15- 6=( •696) 87 TC LATERAL SUPPORT <= 12'OC. UON. 8- 9= •4158 812 6.16=) -238) 109 BC LATERAL SUPPORT <= 12"OC. UON. 9.10=( 0) 50 7-16=( -167) 1038 LL = 25 PSF Ground Snow (Pg) 16- 8=1 -63) 223 ADDL: BC UNIF LL+OL= 50.0 PLF 14'• 0.0" TO 22'- 0.0' V NOTE: 2T4 OPACIOR AT EAOC UON. FOR ADDL: TC CONC LL+DL= 597.3 LBS @ 14'- 0.0' BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA ALL FLAT TOP CHORD AREASSNOT SHEATHED ADDL: BC CONC LL( 717.3)+DL( 487.7)= 1205.0 LBS @ 12'- 11.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -331/ 1812V -75/ 75H 5.50' 2.90 KDDF ( 625) OVERHANGS: 12.0' 12.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0' -483/ 2466V 0/ OH 5,50" 3.95 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) CnnctoCpa (or no prefix) = rmpuTrua, Inc BOTTOM CHORD CHECKED FOR 10PSF LIYE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 M,g20HS,M18HS,M16 MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100' MAX TLMAXEEP DEFL =LL DEFL = -0.141" @ 10'- 5.5" Allowed = 1.54' MAX TLMAXELL DEFL = 0.002" @ 23'• 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0' Allowed = 0.133' 7-11-11 6-00-10 7-11-11 T , . ')' MAX HORIZ. LL DEFL = 0.086' @ 21'- 6.5' 4-00-12 MAX HORIZ. TL DEFL = 0.179' @ 21'- 6.5' 2-09 5-02-11 2.02 05 2-01-12 1 OB 09 3-10-15 T '' NOTE:Design assumes moisture content does T 597.30## 12 not exceed 19% at time of manufacture. 12 6.00i:7- Q 6.00 M 3x4 M 3x8 - M-4x10 Design conforms to main windforce-resisting M 5x6 5 6 system and components and cladding criteria. E� T2 Wind: 140 mph, h=21.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, T M-1.5x3 l(All oad Heightduration, fEnclosed, Cat.2, Exp.B, MWFRS(Dir), M-6X10 Truss designed for wind loads M 3x8 in the plane of the truss only. AO' r) M-4x10 pw _ 1-...-.-404'112 o 1 - �- 0 o 4- ..019,,19, ** M 3X8 0 14 16 16 O M-3x4+ 8 -5x8 M-8x10 M-3x8 M-3x10 C M-3x4+ a 3.75 **2X WEDGE 2.21 c=- 12 W/(2) M-3X4 TYP. 12 ,1205# y 1, ). /, J. /, , 7-04-12 y y y 2-05-08 4-11-04 3-00-12 1-05-07 y 2-08-05 y y 8-00 J, -08 9-10 y1-00 1-00 J• 2-05-08 10-05-08 11-06-08 1, /. y1-00 2-00 1-00 ODPROF . 5� INS `��O JOB NAME: POLYGON 4-B NH - Bi Scale: 0.2652 4/ -7 WARNINGS: GENERAL NOTES,unless otherwise noted: �' 2 /PE 1.Builder and erection contractor should be advised of a6 General Notes 1.This building design coIs basedponent ronlyylupoonthe ty of parameters shown and i pforr an individual Truss: B and Wmpres before c commences. Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c,and et 10'o.c.reapeciNely unless braced throughout their le h by '�" DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood s brace g(TC)and/or drywe9 C). ®ective contractor. 7 OREGON <C/� DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ 4.No bad are c be applied to any component until after all bracing and 4.5.Installation eal I na essumesss Is the Waeea ere responsibility allied in a nhe oncorrosNe environment, 2 t"}..: SEQ. : 6 05 2939 fasteners are complete and at no time should any bade greater than and arefor"dry condition"of use. �� �"� 14 �7iliilk design loads be no opcon to any end component. 6,Design assumes full bearing at all supports shown.Shim or wedge if li TRANS ID: 407654 5.Csign bes has nocontrol co ponent. no responelMHty for the necessary. 4 febdcation,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 8.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 111111111111111111111111111 MITek SAninc.Comps of which ichvAll Software 7 fished u E request. 10 lines b Indicate size basic connedorrplplate design values see ESR-1311,ESR-1986(MITek) EXPIRES:12/31/2015 II�IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION; TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2x6 KDDF d18BTR T2 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-13=(•825) 2724 13- 3=(-216) 909 BC: 2x4 KDDF N18BTR; SPACED 24.0" O.C. 2- 3=(-3087) 983 13.14=(-721) 2334 3.14=(-957) 360 . 3 2x6 KDDF 4188TR B34=(-1588) 563 14-15=(•499) 1519 14- 4=( -95) 398 WEBS: 2x4 KDDF STAND LOADING 4-3. 5=( 0) 0 14-17=( 0) 0 14- 6=(-201) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1387) 540 15.17=(•440) 1323 6.15=( •18) 73 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1521) 627 17-18=(-426) 1284 15- 8=(-178) 548 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7-8. 9.(-1167) 471 18.11=(-453) 1315 17-8- 8=(-437) 153 LL = 25 PSF Ground Snow (Pg) Ora( 0) 0 8-18=(-216) 176 NOTE: 2x4 BRACING AT 24'OC UON. FOR 1-10=(•1364) 600 9.18=(-102) 374 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-15408) 5500 18.10=(•153) 122 REQUIREMENTS OF IBC 2012 ANO IRC 2012 NOT BEING MET. OVERHANGS: 12,0 12.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) Connector plate prefix designators: 0'- 0.0" -214/ 1038V 75/ 75H 5.50" 1.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = ors: pus, Inc 22'- 0 0" M,M20HS,M18HS,M16 = MiTek MT series -213/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 9-11-11ICOND, 2: Design checked for net(•5 osf) uplift at 24 "oc spacin0.' 2-00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-09.08 0-02-05 0-03-07 3-05-12 MAX TLMCREEP DEFL = -0.003" @ -1'• 0.0" Allowed = 0.133" 2-09 T MAX LL DEFL = -0.081' @ 8'- 0.0" Allowed = 1.054" 2-05-031-10-02-01-12 4-00-12 MAX TL CREEP DEFL = -0.162" @ 7'- 6.5" Allowed = 1.406' T T MAX LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0,100' MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0,133" 8-008-00 MAX HORIZ. LL DEFL = 0.052" @ 21'- 6,5" 12 MAX HORIZ, TL DEFL = O.086" @ 21'- 6.5" 6.00 17' M 3x4 M73x8 12 NOTE:Design assumes moisture content does 6.00 not exceed 19% at time of manufacture. M-4x6 M-4x6 8 Design conforms to main windforce•resisting * T2 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads M-3x5 _ in the plane of the truss only. 13 114 ►`E c7 M-5x6 M 3x8 , 16 17 to `. 2 **2x WEDGE M-5x6=M-6x6 M-3x8 M-3x4 a 3.75 2.21 •-- W/(2) M-3X4 TYP.12 12 y y y y y y y 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 y y l y /' 1-00 2.05-08 8-00 1-08-08 9-10 1-00 10-05-08 11-06-08 /' 1-00 /' 22-00 1-00 JOB NAME : POLYGON 4-B NH - 62 .i1, 0 PRopS, Scale: 0.2240 .Ac B2 WARNINGS: GENERAL NOTES,unless otherwise noted: TrussB 2 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 4 : end Warnings before construction commences. � ,PE c . 2.2u4 compression web bracing must be installed where shown+. ncorporationpofcomponentApplicability AIs ltthe respon Iparameters te buildiproperdelgner. 1-G DES. BY; LJ 3.Additional temporary bracing to insure etabiaty during construction 2.Design assumes the top and bottom chords to be laterally braced et � DATE: is the responsibility of the erector.Addlsonal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i 9/8/2014 the averse structure la the responelb INy of the building designer. continuous sheathing such as plywood sheathing(TC)and/or dryweli(9C. SEQ• : 6052940 4.No load should bee any component3.In Impactbridgings or thterelpracingrequithe whiletive co+a fasteners are complete at no time should any loads greeter then and 5.Design assum sstrrus lssses are to be used inof t a non-corrosiveeenv onment, TRANS ID: 407654 design loads be applied to any co ,p�QREGON�a " 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition" use, pp //�� fl.Desi n sesames fug bearingat all supports shown.Shim or wedge if / 14 fabrication,handling,shipment and installation of components. nesessary. IIIIII VIII VIII VIII VIII VIII VIII OH IIII 6.This design Is furnished subject to the Pndfatlona set forth 7.DesignPlatesassumes be t adequate on ne both face provided. TPIIWTCA In SCSI,copies of which will be furnished upon request. 8 ns coincide witp Joint centerpfnes.e of truss,end placed so their center MITek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits Indicate size of plate In inches. ( ) 10.For basic connector plate design values see ESR-131 1,ESR-1988(MITek) EXPIRES;12/31/2015 This design prepared from computer input by 111111111111This LUMBER-BC TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1. 2=( 0) 50 2- 8=(-224) 1261 3- 8=(•311) 220 TC: 2x4 KDDF M1SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 492 BC: 2x4 KDDF S1&BTR NDR 3- 4=(-1318) 338 9- 6=(-253) 1281 9-4- 9=(-311) WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1318) 338 ) 220 5- 8=(•1504) 335 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT c= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 6=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12,0" 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'• 0.0' -156/ 1038V -108/ 1080 6.50' 1,66 KDDF ( 625)2P'- 0,0' -156/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) M,M2OH9,M18HS,M16 = Musk MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 10062. 2: Design checked for net(-5 Dsi) uplift at 24 "CC sDacinD,l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,002' @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.043• @ 14'- 5.8" Allowed = 1.054' MAX TLMAX CREEP LL DEFL = 0.002" @ 23'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133' 11-00 MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5' 11-00 1' 1 MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5" 5-02-12 5-02-12 5 09 04 NOTE:Design assumes moisture content does 5-09-04 ( ( not exceed 19% at time of manufacture. T 12 12 Q 6.00 Design conforms to main windforce-resisting 6.00 M-4x6 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), uu load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1,5x3 \ / M 0 o Ri_ o V ..? 6 9 M-3x4 c M-3x4 M-3x4 M-3x5(S) M-3x4 y y y 6-11-11 y 7-06-03 7-06-03 y y 10-00 y 12.00 * ), y y 22-00 1-00 1•oo `O PRO 't JOB NAME : POLYGON 4-6 NH - 63 Scale: 0.2652 ' f NE >oq WARNINGS: GENERAL NOTES,unless otherwise noted: �92.��^./PE 1.Builder Warnings and erection contactor shoion uld commences.be nceised of ell General Notes 1'This buildn g cois based mponent.Appplicability of the designters shown and parameters a d popepeea IndNlduet „ Truss B3 2x4 compress onfwe br ting mut be iIncorporation of component Is the responsibility of the building designer. • 2.2x4 compression web bradng must be installed where shown*. 2.Design assumes the top and bottom chords to be laterally braced at " 3.Additional temporary bredng to insure etadaty during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by ty. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywae(BC). S 's the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON 4A DATE: 9/8/2014 4.No bad should be tippled to any component until after al bradng and 4.Installation of truss is the responsibility of the respective contractor. 7 `Zl¢ 1 4 . N Nt. i SEQ. : 6052941 fasteners are complete and at no are should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, ^ ed ere for"dry condition"of use. �'•/ Aw design loads be noopcon to any overad componentss6.Design assumes fug beating at all supports shown.Shim or wedge If J of S` t TRANS I D: 407654 5.CompuTrus has control and assumes no responsibility for the ne sign , 1..1• fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished sub)ect to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111 In nSof which furnished upon request. MTI SAISCCOmps f Software 1 l nes coincide with Joint center Ines. of nv For basic design see ESR-1311,ESR-19e8(MITeW EXPIRES:1 1:31/201:5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION TRUSS SPAN 22'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF)Cq=1.00 BC: 2x6 KDDF qt&BTA LOAD DURATION INCREASE = 1.15 1. 2=( 0) 50 2-12=(-408) 1318 3-12=(-164) 128 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1552) 550 12.13=(•433) 1280 12- 4= 357 3- 4-(-1349) 497 13.10=(-453) 1318 12. 6=(-177) 168 TC LATERAL SUPPORT r- 12"0C. UON. LOADING 4- 5=( 0) 0 6.13=(-177) 168 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF DL ON BOTTOM CHORD = 10,0 PSF 4- 6=(•1161) 471 8.13=( -78) 357 TOTAL LOAD = 42,0 PSF 7 8=( 1160) 470 13- 9=(•164) 128 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=(-1349; 497 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9.10=(-1552) 550 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10.11=( 0) 50 OVERHANGS: 12,0' 12,0• REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHOHD LIVE LOADS ACT NON-CONCURRENTLY, LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) = ries CompuTrus, Inc g'• 0,0' -213/ 10384 -76/ 76H 5,50' 1.66 KDDF ( 625) C,CN,CI8;CN18 (or no prefix) M,M20HS,M18HS,M16 = MiTek MT series 22'• 0.0' -213/ 10384 0/ OH 5,50' 1.66 KDDF ( 625) 'COND. 2: Desion checked for net(-5 psfl uplift at 24 "oc spacina,b VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 11'- 0,0" Allowed = 1.054" MAX TL CREEP DEFL = -0.081" @ 11'• 0.0' Allowed = 1.406" MAX LL DEFL = 0.002' @ 23'- 0.0" Allowed = 0.100" 9-11-11 MAX TL CREEP DEFL = -0.003" @ 23'• 0.0" Allowed = 0.133' T2-00-10 9-11-11 MAX HORIZ. LL DEFL = 0.014" @ 21'- 6.5" 4-01-12 3-06-12 2-03-031-00-0E00-052-03-03 3-06-12 4.01.14 MAX HORIZ. TL DEFL = 0.022" @ 21'- 6.5" T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 8-00 T 8-00 Design conforms to main windforce-resisting 12 7 T system and components and cladding criteria. 12 6.00 M 4X6 Q 6.00 Wind: 140 mph, h=21,7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, -3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), 6 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. > 15x31i 1.5x3 a0 o o 13+ 1 o o M-3x4 12 0.25" M-3x8 R`+ M-7x8(S) M-3x4 J. 7-06-12 y 6-10-08 y y 1, J, 7-06-12 1-00 1, ), 22-00 1-00 JOB NAME : POLYGON 4-B NH - B4 . PRo Scale: 0,2646 � a � '/�. B4 WARNINGS: GENERAL NOTES,unless otherwise noted: ,/q// /r,Truss: B4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t. .92.01-E r and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et �rrYr Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a�Aas^'.'. DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. contin2o pact uous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,✓S�sr,, SEQ. : 605 x3942 4.No load should be applied to any component until after all bracing and 4.Installation boftruss Is thor e reseral ponsibility of the ired espective shown a OREGON /`"�" G fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �, J�Qa�^U sink" A, TRANS I D: 407654 design loads be applied to any component. Design assumes full beefing at all supports shown.Shim or wedge if db1 5.Cvmpurrue has no control over and assumes no responsibility for the and are for"dry condition"of use. 8. " fabrication,handling,shipment and Installation of components. necessary. 11010111111111111111 III VIII VIII IIID VIII VIII VIII IIII IIII 6.This design is furnished subject to the Irritations set forth 7.Design assumes adequate on both drainagec is provided. � `�t TPIIWTCA In SCSI,copies of which will be furnished upon request. 5.Meta coincideewith joint cerr Ines,of truss,and placed so their center r'( 1. 9.Digits MiTek USA,IDC./CompUTrus Software 7.6.6(1 L)-E late in inches. 0.For basic connectocate size r plf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11E1111111This LUMBER-BC 12.11.00 HIP SETBACK 6-00-00 FROM END WALL INC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 8=(-556) 3029 8- 3=(-124) 1101 BC: 2x4 KDDF A1&BTRR 2- 3=(•3428) 635 8- 9=(-483) 2529 3- 9=(-746) 355 WE: 2X4 KDDF S1NDLOADING 3- 4=(-2003) 498 9.10=(-398) 1780 9- 4=( -33) 281 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-1784 473 10.11=(-522) 2546 9- 5=(-105 128 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V 5- 6=(-2020) 501 11- 7=(-803) 3049 5-10=) -13) 286 TC LATERAL SUPPORT <= 12'OC. UON. 6- 7=(-3444 887 10- 6=(-750) 308 TC UNIF LL(BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 14,0)= 128.0 PLF 8'- 1.0' TO 2'- 11.0' V ) 8-11=(-142) 1107 BC UNIF LL( 50.0)+DL( 40.0)= 40.0 PLF 0'- 10.0' TO 12'- 11.0' V BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA NOTE; 2T4 OPACIOR AT EAOC TOS. TA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0' LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) ALL FLAT TOP CHORD AREASSNOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 11.0' 0'- 0.0' -221/ 1145V -491 56H 5.50' ,1.83 KDDF ( 625) 12'- 11.0' -1761 1020V 0/ OH 5.50' 1.63 KDDF ( 625) OVERHANGS: 12.0' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. :COND. 2: Design checked for nett-5 Pot) uplift at 24 '00 spacing.: ** For hanger apace. - See approved plans VERTICAL DEFLECTION LIMITS: LL=11240, TL=L1180 BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'• 0.0' Allowed = 0.100' Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ 0.0' Allowed = 0.133' M,B2OHS,MI8HS (or no eprefix) CompuTrus, Inc MAX EP DEFL = -0,003' @ -1'-'- 11.0' Allowed = 0.600' M,g20NS,M18HS,M16 = MiTek MT aeries 5-11-11 f 11 10( 5 11-11 MAX TL CREEP DEFL = -0.179' @ 6'- 11.0' Allowed = 0.800' T 2-09 3-02-11 0-11-10 3-02-11 2-09 MAX HORIZ. LL DEFL = 0.076' @ 12'- 5.5' f f 1020# 320k MAX HORIZ, TL DEFL = 0.125' @ 12'- 5.5' � 12 NOTE:Design assumes moisture content does 12 Q 6.00 not exceed 19% at time of manufacture. 6.00 D M 4x6 M 6x6 Design conforms to main windforce-resisting system and components and cladding criteria. Wind; 140 mph, h=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, :A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8, M-3x5 Truss designed for wind loads M 3X5 in the plane of the truss only. * -11111114444 M-3x6 MIMI mm i M 3x6 � g 10 1 o o ---,(- Ow � * „ e.4 cr crvc - M-5x6 M-5x6 **7 O**2X WEDGE W/(2) M-3X4 TYP. 4,00 12 4.00 12 12 y y y y J' )' 2-05-08 3-01-04 1-11-04 2-11-08 ), 2-05-08 y ; ), y 2-05-08 1-00 2-05-08 8-00 y y y 1-00 12-11 00 PROPS. JOB NAME : POLYGON 4-B NH - Al Scale: 0.3975 ��`' g j /aq WARNINGS: GENERAL NOTES,unless otherwise noted: ' '^92 0 0 PE - - 1.Builder and erection contractor should be advised of all General Notes 1•This design component.only upon the Applicability of parametersdesign shown and tes ands foranIndividual Truss: Al and Warnings before construction scomments. builIncorporation of component is the responsibility of the building designer. 2.244 compression web bracing moat be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ' 3.Additional temporary bracing to Insure stability during construction 2•c.c.and at 10'o,o.respectively unless braced throughout their length by `!a'. DES. BY: L.1 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC), lig OR aN � DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.24 1 ct bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 5.Installation sal la asumru susses responsibilitys the beof the respective contractor.tr moment, 7/4/44:11:347(43(%)0" r�Q. -.�•• SEQ. : 6052943 fasteners are complete and at no time should any loads greater thanand are for"dry condition"of use. l'ji`i" 1 4 ,x1<Y`. -if Ntx As design loads be applied to any componentendassumes 8.Design assumes full bearing at an supports shown.Shim or wedge If 't'7 TRANS I D: 407654 5.CompuTrus has no control over and no responsibility for the necessary. Ff RI.I.L • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. e.This design Is furnished subject to the irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 11111 11111 11111 11111 VIII 1111 11111 IIII IIII lTmlc CA In SCSI,copies of which will furnished upon request. 9.lines basic ccide with cisize t center I sign as. MITI/ USA,Inc./CompuTrusoSoftware b rnishe1 L)-E 10.For baalc connector plate design values gee ESR-1311,ESR-1898(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL k1TC: 2x4 KDDF #ISBTR LOAD DURATION INCREASE 1,15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR)D3-10=)1.00 DF hBTA 1- 2=( 0) 50 2.10=( -872) 3317 3-10=( -99 218 BC: 2x6 KD WEBS: 2x4 KDDF STAND LOADING 2. 3=(•3837) 1083 10-11=(-1098) 3715 10- 4=( -33) 732 IC LATERAL SUPPORT <= 12'OC. UON, LL 25 PSF Ground Snow (Pg) 3- 4=(•3761) 1069 11. 8=1 -872) 3317 10- 5=(-540) 353 TC UNIF LL( 50.0)+OL( 14.0)= 64.0 PLF 0'- 0.0' TO 8'- 0.0' V 4- 5=(•3345) 988 6.11=(--33) 353 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF 11( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 14'- 0.0' V 6- 7=(-3761) 1069 11. 7 068 8-17=( -33) 732 7. 7=(-373 =(-100) 218 7) TC UNIF LL 50.0)+01( 14.0 = 64.0 PLF 14'- 0.0" TO 22'• 0.0' V NOTE: 204 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0{+pl( 50.0 `= 50.0 PLF 0'- 0.0' TO 22'- 0.0' V 7- 8=(-3837) 1063 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8- 9=( 0) 50 TC CONC LL( 488,7)+01( 130.7)= 597.3 LBS @ 8'- 0.0' TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connector plate prefix designators: 5.50" 3.61 KDDF 70) 70H 5.50" 3.61 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 22'- 0.0" -509/ 2253V 625 C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2oHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 nsf) uplift at 24 "on spacing,) VERTICAL DEFLECTION LIMITS: LL=1/240, T1=1/180 MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'• 0,0" Allowed = 0.133" MAX LL DEFL = -0.118" @ 14'- 0.0" Allowed = 1.054' MAX TL CREEP DEFL = -0.218" @ 14'- 0.0' Allowed = 1.406' MAX LL DEFL = 0.002' @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.037' @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.059" @ 21'- 6.5" NOTE:Design assumes moisture content does 7-11-11 6-00-10 7-11-11 T not exceed 19% at time of manufacture. 4-01-12 3-09-15 3-00-05 3-00-05 Design T 3-09-15 4-01.12system conforms neto main andwcladdingi 12 4,597.30# T597.30# 1' and components cladding criteria. 6.00 M-5x8 M-5x8 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-3x4 Q 6.00 (All Heights), Enclosed, Cet.2, Exp,B, MWFRS(Oir), load duration factor=1.8, 5 , e Truss n e dplgned f e d sls l y. M-1.5x3 M-1.5x3 co c - o =t_ moo 0 M-3x8 to 0.25" 11 o M-3x8 M-3x8 M-7x8(5) y 1, y y y 7-06-12 6-10-08 7-06-12 y 1-00 22-00 1 /, 1-00 JOB NAME: POLYGON 4-B NH - B5 ��o PRox� Scale: 0.2902 ��tj� �a'�� sJq WARNINGS: GENERAL NOTES,unless otherwise noted: I� `/y/J©©©p((( 1.Builder and erection contractor should be advised of am General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 !92/e.PE Truss: 65 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at is the responslWNty of the erector.Additional permanent bracing of 2'o.e.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/8/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheetwng(TC)and/or drywaN(ec). SEQ. : 6 05 2944 4.No load should be apples to any component until after all bracing and 4.efallatlon2x Impact boftruesls thor te responsieral bility off the ired respective contractor. ft fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosle environment, I�QRBa(�k� �(f TRANS I D• 407654 design loads be applied to any component. and are for"dry condition"of use. 44' 14 1 S.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes fid bearing at all supports shown.shim or wedge If '�� y 1 4 ,QQ�"}- tebrication,handling,shipment and installation of components. necessary, 6.This design is furnished subject to the lniteOnna set forth 7.Design assumes adequate drainage istruss,provided. �Ty h y+ III VIII VIII VIII III VIII 1111111111 III IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. a Once coincide with JoPlates shall be lnl on center hose.of truss,and placed so their center rl/l 4- MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For baDigits sic connectore design vain lues see E5R-1311,ESR-1588(Welt) EXPIRES:12/31/2015 This design prepared from computer input by 111111111111This LUMBER-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOFICq=1.00 LUMBERC: SPECIFICATIONSKDO18,BTRLOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2e( 0) 50 2-6=(-312) 1385 6-3=( -249) 1361 BC: 2x4 KDDF B16BTR SPACED 24.0" O.C. 2.3=(-1631) 311 8-7=(-303) 1333 3.7=(•1590) 355 BC: 2x4 KDDF S1ANDR 3.4=( -112) 106 7.4=1 •120) 113 WEBS: 2x4 KDDF STAND LOADING 4.5=( -10) 5 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 12.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -225/ 1094V -58/ 152H 5.50" 1.75 KDDF ( 625) 8'- 0.0' •2641 1268V 0/ OH 5.50" 2.03 KDDF ( 625) ** For hanger specs. - See approved plana (ADDL: BC CONC LL322.0)+DL ( 219 .0)= 1541.0 LBS @ 6'- 0.0" Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 'Sc spacing.' C,CN,C18,CN186 M(or16 no prefix) = riesuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 M,M20H6,M18HS,M16 MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.017' @ 4'- 2.5' Allowed = 0.354" MAX TL CREEP DEFL = .0.036" @ 4'- 2.5' Allowed = 0.472' 4-04-04 3-04 0-03.1 2 MAX HORIZ. LL DEFL = 0.005' @ 7'. 6.5" MAX HORIZ. TL DEFL = 0.008' @ 7'- 6.5' 12 M-1.5x3 NOTE:Design assumes moisture content does 6.00 -s not exceed 19% at time of manufacture. Design conforms to main windforce-resisting f system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M 3x6 Truss designed for wind loads co in the plane of the truss only. 0 o 4 0 "411111111 Ri Nr �� �,I o� c?/- 8 M-3x4 M-3x8 M-3x5 11r1020# Ilr541# y y 3 4-02-08 .09-08 1-00 8-00 at° P P OFt�� JOB NAME : POLYGON 4-B NH - AG Scale: 0.4632 `\A rG INS /0 we `7 18/1 9 WARNNGB: GENERAL NOTES,unless othemtse noted: �//.�E r 1.Builder end erection contractor should be advised of all General Notes 1.This Cois based mponent.only Applicability ofn the d amsign arsparshown ho soders I forrproen individual Truss• AG andxWarningsmprebeforewedvisedconstruction must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced et ,�, 3.Additional temporary bracing to Insure stebllty during construction 2'o.c,and et 10'o.c.respedNely unless braced throughout their lengQth by /°'' CC - DES. BY' LJ Is the responslbiaty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywea(eC). p OREGON b DATE: 9/8/2014 the overall structure is the responslbiay of the building designer. 3.2x hoped bridging or lateral bracing required where shown++ �j Zu C 4.No load should be applied to any component until amen all bracing and 4.Installation ee gn ea of trussss is es are responsibility be usedof the nrespective contractor. e trniromnent 4* "sr�}+" 4 tLN\. +.�...: SEQ Q, : 6052945 2 9 45 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use, p"' A. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If i TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the necessary. R R`1�`" fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. e.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both feces of truss,and placed so their center 111111111111111$1111111 MTITPe USA,Inc./C copies s ofwhich WA be furnished 1L>E request. 19.0. ncide with joint center Ines. FDigits ur balines s c connectoroplate design values seeEBR-1311,ESR-1988(MIT(k) EXP.IRES:1Z131/2075 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IC: 2x4 KDDF k16BTA LOAD INCREASE = 1.15 DURATIONIBC 2012 MAX MEMBER FORCES 4WR/ODFJCq=1.00 KDDF N1&BTRSPACED 24,0' O.C. 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 TC LATERAL SUPPORT <= 12"OC. UON. 2.3=(-42) 40 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) Connector plate prefix designators: 1'- 10.9" -102/ 88V Of OH 1.50" 0.14 KDDF ( 625) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0,0" O/ 48V 0/ OH 5.50" 0.08 KODF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 'GOND. 2: Design checked for net(-5 osf) uplift at 24 "pc spacing,' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0,003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'• 0.0" Allowed = 0.133• MAX TC PANEL LL DEFL = 0.002' @ 1'- 0.0" Allowed = 0.097" MAX IC PANEL TL DEFL = •0,003" @ 1'- 1.5' Allowed = 0.145" MAX BC PANEL LL DEFL = 0.007' @ 2'- 8.6' Allowed = 0.250' 12 MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8" Allowed = 0.333" 6.00 D MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = 0.000" @ 1'. 10,9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ') Truss designed for wind loads o in the plane of the truss only. co Oi- V 4 111 c. cs 2►1 ►.14 -V M-3x4 y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4' 6-00 y JOB NAME: POLYGON 4-B NH - AJ1 "(0\:1/4 �,�.0 PRO Scale: 0.6954 ��a��p� s/� WARNINGS: GENERAL NOTES,unless otherwise noted: l,C 'Ili 'r/jy contractor 'Z Truss: AJ 1 1.Builder end erection should be advised of all General Notes 1.This design Is based onlyupon the parameters shown end is for an individual T 92 1 1 P E r and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be installed where shown+. Incorporation of component la the responsibility of the building designer. f% DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent2.Design assumes the top and bottom chords to be laterally braced at bracing of 2'o.n.and at 10'o.c,respectively unless braced throughout their length by DATE: 9/8/2014 the overall structure la the responsibility of the building designer. continpact uous sheathing such as plywood sheathing(TC)and/or drywall C. AAlwr . WAlOW 4.No load should be applied to any component until after all bracing and 4.I stallatl Installation Is the or eresral po responsibility of the ired where ve contractor. OREGON ' SEQ. : 6052946 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, t \ TRANS I D: 407654 design loads be applied to any component, end are for"dry condition"of use. 7 5.CompuTrus has no control over end assumes no responsibility for the a.Design assumes full bearing at all supports shown.Shim or wedge If /a 74 Z "� febdcetlon,handling,shipment and Installation of components. necessary.7.Design assumes adequate drainage is p �y y� .This design is nished subject to the limitations set forth by S.Plates located er IIIIII VIII VIII VIII VIII VIII 11111 ILII ILII S ITek USA,CA IInc./CompuTrus copies ofompuTfus Software 7.6.6(1 L)-E ich will be furnished upon request, t0 lines coincide with ijointplate For basic connector in hvelueoth faces saesESR-131,end u1re ESRd so C/eaB heir entiTek �n RIO, MITek InC.lCom 9.Digits Indicate size of late in Inches. EXPIRES;12/31/2015 This design prepared from computer input by 11E111111111This LUMBER-BC TRUSS SPAN 12'- 11.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1. 2=1 0) 50 2- 7=(-421) 1520 7- 3=(-106) 554 TC: 2x4 KDDF @18BTR SPACED 24.0' O.C. 2- 3=(-1727) 474 7- 8=(-363) 1288 3- 8=(-687) 302 BC: 2x4 KDDF S1ANDA 3- 4=( -716) 176 8- 9=(•359) 1282 8- 4=( -51) 353 WEBS: 2x4 KDDF STAND LOADING 4- 5=( -717) 190 9- 6=(-415) 1536 8- 5c(-701) 298 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=(-1742) 483 5- 9=(•104) 560 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BUG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved pleas 0.0' -110/ 667V -561 64H 5.50" 1.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 11.0' -641 541V 0/ OH 5.50' 0.87 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C, (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psfl uplift at 24 "op spacing.) M,M2OHS,M18HS,M16 MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100' 6-05-08 6-05-08 f MAX TLMAXELL DEFL = -0.045' @ 10'- 2.8' Allowed = 0.600' ,� MAX TL CREEP DEFL -0.088" @ 8'• 5.5" Allowed 0.800" 2-09 3-08-08 3-08-08 2-09 MAX HORIZ. LL DEFL = 0.042" @ 12'- 5.5" 12 MAX HORIZ. TL DEFL = 0.068' @ 12'- 5.5" 12 IIM-4x4 Q 6.00 NOTE:Design assumes moisture content does 6.0017 not exceed 19% at time of manufacture. 4.0" 4.f-�f Design conforms to main windforce-resisting ��` system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=8"0, ASCE 7.10, ,A1111 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor.-I.8, M-3x4 Truss designed for wind loads M 3x4 in the plane of the truss only. `ice oQ M-3x4 M-3x4 �16 111 c C•1 M-5x6 M-5x6 1 M-3x8 alum .0 to o e a ,0 **8 a O **W1(2) M-3X4 TYP. 4 - 12 4.00 .00112 12 ; y y y k 2-05-08 3-10-04 4-01-12 2-05-08 y J, 1' 1, 1' 1-00 2-05-08 8-00 2-05-08 y y b 1-00 12-11 03 PROI JOB NAME : POLYGON 4-B NH - A2 Scale: 0.4089 1/4*.Co* �(N ,° WARNINGS: GENERAL NOTES,unless otherwise noted: - ..7� �P E 1.Builder end erection contractor should be advised of all General Notes 1.This s design iwmpbasedonent,Applicability the of design parameters trsshwn parameters add for proper individual /,',/,�/� Truss: A2 and Warnings before construction commence. incorporation of component is the responsibility of the building designer. erg 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at a�`,9as- 3.Additional temporary bracing to Insure stability during construction 2'os.and et 10'o.c,rapectivety volas braced throughout their le h by 'Arne. DES. BY: ( Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). GI OREGON to DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.26 Impact bridging or lateral bracing required where shown++ `Y 4.No load are be to any component until after all brednp and 4.5.DeaInstallation lla assumbow is es Weses ere to betused of to respective non noeNeoemlrenment, 2-- � ��.+, SEQ. : 605 2947 fasteners are complete and at no eine should any loads greater than and ere for"dry condition"oftuse. 1, ,r_ 1 4 ' design loads be applied to any component S.Design assumes full bearing at all supports shown.Shim or wedge If i►��`'' p TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the necessary. i 1�4 fabdcation,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Irritations set forth by S.Plates shall be located on both faces of truss,and placed so their center Ill ill IIIA IIIA 1111111111111111111111111 iin nSCwhich We be )on request. Mre USA,AlSCompuT S re 7.6.6)1Lf lines ect� oath joint center Ines. aFFor basinnctorplte design values see ESR-1311,ESR-198e(MITek) EXPIRES:12l31/2015 1E111111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 INC 2012 MAX MEMBER FORCES 4W6.5r( Cq=1.00 BC: 2x4 KDDF MEM SPACED 24.0' O,C. 2.3=(-182) 25 5.7=(-90) 209 5.3 1.2=( 0) 50 2-6=(-40) 99 6.5=( 0) 18 WEBS: 2x4 KDDF STAND = 0) 45 LOADING 3.4=( -23) 30 3.7=�-215) 93 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 57/ 344V78 -14/ 7OH 5.50" 0.55 KDDF ( 625) Connector plate prefix designators: 10.9' -85/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'• 0.0" 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625) M,M20HS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2; Design checked for net(-5 psf) uplift at 24 'oc spacing,) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = 0,002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0,007" @ 2'- 3,8" Allowed = 0,170" MAX TL CREEP DEFL = -0.014' @ 2'- 3.8' Allowed = 0.226" 12 MAX Ll DEFL = 0,000' @ 4'. 9.8" Allowed = 0,078' 6.00 MAX TL CREEP DEFL = 0.000" @ 4'• 9,8" Allowed = 0,105" MAX HORIZ, LL DEFL = -0.005' @ 4'- 9.8' MAX HORIZ, TL DEFL = 0.008" @ 4'- 9.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-4x6 0Design conforms to main windforce•resisting system and components and cladding criteria, co o Wind: 140 mph, h=20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), e- load duration factor=1.6, 1: 4 Truss designed for wind loads in the plane of the truss only, c+x 7 illlealf -! ' is nm c M-3x4 s 0ismo h13-3x4 M-3x4 M-3x5 y yy 1, y 2-03-12 0-01-12 2-04-04 1-02-04 J. 1 y ,i- 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4,71 JOB NAME: POLYGON 4-6 NH - AJ 2E) PR 01:4, Scale: 0.5954 \Gj< n1 ��R �/O WARNINGS: GENERAL NOTES,unless otherwise noted: ,;55- `IqI '�(y ^// 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and is for an individual 4 !92 •PE { Truss: AJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure etabitty during construction 2.Design assumes the top end bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'ac.and at 10'o.e.respectively unless braced throughout their length by gym► DATE: 9/8/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such ac plywood required ng(TC)and/or drywall(BC), /1 4.No load should be applied to anycomponent g 3.2x Impact bridging or lateral bracing where shown++ , SEQ. : 6052948PPd until after Bll eater than 5. 4.Designasallation ofestrIseereto beUse ere-permit erwiror, ��/ �� EGO0� fro load are complete and et no time should any bads greater then Design assumes trusses are to used In Inc non-coarses emlctor. t, TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control aver end assumes no responsibility for the 6,Design assumes hill bearing at all supports shown.Shim or wedge if Q, 14 2' �P tebdceUon,handling,shipment and installation of components. 7.necessary. e.This design is furnished subject to the Imitations set forth e,Design assumes adequate drainage Isrues,provided. 41 . t ` VIII(VIII 0111 11111 III IN 11111 II 1111 TPI/WTCA In BCSI,copies of which will be furnished upon request, quest. 9 Ines coincide Plates shell bew located Joint ant rr mesa of truss,end placed so their center J 1' MITek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.FForrlbaindicate ic connector of plate design values see ESR-1311,ESR-lase(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 11111111PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=) 0) 50 2.6=(-120) 198 6.5=) 0) 18 TC: 2x4 KDOF N1&BTR SPACED 24.0' O.C. 2.3=(-266) 62 5-7=(-266) 424 5.3=( 0) 51 BC: 2x4 KDOF S1ANDR 3.4=( -52) 43 3.7=(.435) 273 WEBS: 2x4 KDOF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 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 = 42.0 PSF 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 40'- 0.0' .56/ 381V -22/ 107H 5.50' 0.61 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 4'- 9.8' 0/ 148V 0/ OH 5.50' 0.24 KDDF ( 625) Connector plate prefix designators: 5'- 11.1' .51/ 110V 0/ OH 1.50' 0.18 KODF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 soft uplift at 24 'oc spacing.) M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: L1=1/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.018' @ 2'- 3.8" Allowed = 0.254" 5-11-01 f MAX TL CREEP DEFL = -0.026' @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.014' 8 4'- 9.8' 12 MAX HORIZ. TL DEFL = 0.017" @ 4'- 9.8' 6.00 D -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting A system and components and cladding criteria. _ Wind: 140 mph, h=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 o Truss designed for wind loads cv in the plane of the truss only. D O ' mq M-3x4 v o ►- Mt3x4 M-3x4 M-3x5 y yy y y 2-03-12 0-01-12 2-04-04 1-02-04 ; k y ), 1-00 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING:Jts:2.7.41 40 PROF NAME : POLYGON 4-B NH - AJ3P (� �� Scale: 0.5450 ��� �+ �� JOB � 7l$11r .� WARNINGS: GENERAL NOTES,unless otherwise noted: _ � �.P E 1.molder and erection contractor should be advised of as General Notes 1.This e designding I component Applicabilityon the of design parameters andrameters shown and Is for an Individual er 1-- Truss: AJ 3 and Warnings mpress before construction eommences. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced et ,S6- 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.e,respectively unless braced throughout their length by e �, DES. BY LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatdng(TC)and/or drywall(BC). ^4 OREGON ((/ DATE: 9/8/2014 the overall structure is the responsibility of the bdlding designer, 3.2x Impact bridging or lateral bracingbrequired where shown++ 4.No load should be applied n to any component until atter as bracing and 4.5.Designation of ewumeess Is the tru sea areto be used Ion a nonhe corrove contractor. A.aNe environment, t� - SEQ. : 6052949 fasteners are complete and at no time should any bads greater than and are for"dry condition"of use. 14 O�1* design beds be applied to any component a.Design assumes full bearing at all supports shown.Shim or wedge if n `` TRANS I D' 407654 5.CompuTrus has no control over assumes no responsibility for the necessary. R fl{1` fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the Initations set forth by 8.Plates shall be located on both faces o truss,end planed so their center 1 1111 1111111111111111111111111111111111 MTe SAnInc./CompuTrusBCSI, piesofiSoftware furnished L)-E request OS.Digits indicate size.Iines coincide with joint center Ines. FFor basic connector oplate design values see ESR-1311,ESR-/see(MITeW EXPIRES:12/31/201>5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'• 0.0' TO: 2x4 KDDF N1$BTA LOAD DURATION INCREASE 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 BC: 2x4 KDDF A1$BTR SPACED 24.0' O.C. 1. 2=( 0) 50 2- 9=(•478) 2794 9- 3=(-124) 981 14- 6=(-37) 153 WEBS: 2x4 KDDF STAND 2- 3=(-3167) 585 9-10=(-411) 2348 3.10=(-884) 206 LOADING 3- 4=(-1687) 349 10.13=(-209) 1469 10- 4=( 0) 297 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 4- 5=(=1142) 303 11-12=( 0) 0 4.13=(-617) 187 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD 10.0 PSF 5- 8=(•1150) 293 12.14=( -9) Si 12.13=( 0) 75 TOTAL LOAD 6- 1519) 311 14. 7=(•229) 1272 13- 5=(•137) 727 OVERHANGS: 12.0' 12.0' 42.0 PSF 8=)7- 8=( 0) 50 13.14=(.219) 1230 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 13. 8=(•355) 157 C,CN,CI8,CN18 (or no prefix) CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY ODE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M16HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'• 0.0' •156/ 1038V •108/ 108H 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22'- 0.0" 156/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2; Design checked for net(-5 Osf) uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-00 MAX LL DEFL = 0.002' @ -1'- 0,0" Allowed = 0.100" 11-00 MAX TL CREEP DEFL = -0,003' @ -1'• 0.0' Allowed = 0.133' T MAX LL DEFL = -0.089' @ 6'- 8.8' Allowed = 1.054' 2-09 4-01-08 4-01-08 5-00-02 5-11-14 MAX TL CREEP DEFL = -0,180' @ 6'- 8.8' Allowed = 1.406" MAX LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100' 6.00 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0" Allowed 0,133' 12 M-4x4 "ZOO MAX HORIZ. LL DEFL = 0.057' @ 21'- 6.5' 5 ' MAX HORIZ. TL DEFL = 0.096' @ 21'- 6.5' ill4444 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting M-3X4 system and components and cladding criteria. , M-3x4 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat,2, Exp.B, MWFAS(Dir), load duration factor=l,6, ads M-3x5 in Truthess dplaneeofd ftheor wtrussind oonly. �, M•3x5 ��11� 4. �_ M-5x6 10 0 13,0c o M-3x4 CD , �� 11 12 14 o **2X WEDGE M-1.5x3 =4,1-4x4 M-3x4 0 W/(2) M-3X4 TYP, M-5x8 -.4,00 12 y y J' yy i' i' 2-05-08 4-01-08 3-10-08 0-06-08 5-00-02 5-11-14 1, 1, 1, J, 1, /, 1-00 2-05-08 8-00 11-06-08 y-00 yy 10-10-04 0-04-12 11-01-12 1-00 22-00 l 1 1-00 JOB NAME : POLYGON 4-B NH - BV3 �ti�,�0 PRo, . Scale: 0.2512 t7/ �/7` /' WARNINGS: GENERAL NOTES,unless otherwise noted: 4L // ttp77ll p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '4 ' ;92 o o E �1-- Truss: BV3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component Is the reaponslbilty of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of T o.c.and at ea o.c.respectively unless braced throughout their length by overall structure Is the responsibility continuous sheathing such as plywood shoed when C)and/or drywall(BC). DATE: 9/8/2014 the overa po my of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ;q 4.No load should be applied to any component until after a6 bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'j�� 4,,OR 6G0 fl� 'tr SEQ. : 6052951 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, b TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 2. P"r fabrication,handling,shipment and installation of components. necessary. A- S.This design is famished subject to the imitations set forth 7.Dealgn sassumes adequate oth fa a le ptrovided. '1 h`+ 1111111d laced so eir center VIII VIII VIII VIII VIII VIII IIII IIII MITek USA CA nInc./ComuT us SCSI,copies of ISoflware 7.6.6(1 L)-E�ch will be furnished upon quest, o Digits indicatesic coOnes nnector of designthajoeint nvalues see ESR-1311,ESR�1898(MITaW rl L EXPIRES:12/31/2015 This design prepared from computer input by 111111111This LUMBER-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2x4 KDDF p1bBTR LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS 1.2=(0) 50 2-4=(0) 0 2-3=(0) 61 SPACED 24.0' O.C. BC: 2x4 KDDF Al&BTA TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BUG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DLD 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0' 0.0' DL ON BOTTOM CHORDA =D = 4 42.0 PSF2.0 PSF 0'- 0.0" -69/ 286V •7/ 47H 5.50" 0.46 KDDF ( 625) TOTAL LOA1'- 10.9' -139/ 136V 0/ OH 1.50' 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALICOND. 2t Desitin Checked for net(-S osfl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX TL CREEP DEFL = •0.003" @ -1'• 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0' Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005' @ 1'• 1.5" Allowed = 0.145' MAX BC PANEL LL DEFL = 0.011' @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075' @ 4'- 4.8" Allowed = 0.467' MAX HORIZ. LL DEFL = -0.000" @ I'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9' 1-11-11 NOTE:Design assumes moisture content does I not exceed 195s at time of manufacture. 12 Design conforms to main windforce•resisting 6.00(7 system and components and cladding criteria. Wind: 140 mph, h=19.7ft, 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. -/ g 0 c) 0/- 4 o� ->-<-..40 M-3x4 y J, y 8-00 1-00 IPAOVIDE FULL BEAAING•Jts:2.3.4I ,,`to PR opt JOB NAME: POLYGON 4-6 NH - BJ1 Boole: 0.6001 .c 4 // f°4• WARNINGS: GENERAL NOTES,unless nthervdse noted: �g��®PE t' 1.Bolder and erection contractor should be advised of all General Notes 1.ThIs building design coIa based Applicabbility of on the parameters signtparameters and l prorrp sener Individual Truss: BJ 1 and Warnings beforeweconstructiong he installed Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bredng must be Instegad where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �► 3.Additional temporary bracing to Insure stability during construction DES. BY: 2'o.c,and at 10'o.c,respectively unless braced throughout their lengthby L J Is the responsibility the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywall C). O RECON b �� DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after aN bredng and 4.5.Design assumes trusses are ation of truss is the responsibility be sd inof the respective contractor. 7 a on-co Ne environment, i/ ��r j# ?SI •-t- SEQ. : 6052952 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. design loads be applied to any component 6.Design assumes on bearing at all supports shown.Shim or wedge If )� 'b n y�� TRANS I D: 407654 5.C sign to a has no control over and assumes no responsibility for the necessary. +l n. fabrication,handling,shipment and Instaaatlon of components. 7.Design assumes adequate drainage le provided. 6.This design is furnished subject to the kr/talons set forth by 9.Plates shall be located on both faces of truss,and placed so their center 1 111111 11111 II VIII 111111 VIII(III(III Iwhich request. linescon MTeRSA,lnc,/CompuTrus Software 76.6(1L upon IL plate hes.cector plate design a see ESR-1311,ESR-1 888(MITeif EXP(REQ:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF BTR TRUSS SPAN 8'- 0.0' BC: 2x4 HOOF gt68TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2.4c(OF/Cq=1.00 SPACED 24.0" 0.C. 1.2=( 0) 50 2.4=(0) 0 IC LATERAL SUPPORT <= 12.0C. UON. 2-3=(-59) 61 BC LATERAL SUPPORT <= 12'0C, UON, LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" p,p+ DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN,TOTAL LOAD = 42.0 PSF 0'- 0.0' -43/ 357V -14/ 77H 5.50" 0.57 ODE (C SPECIES625) plate prefix designators: 3'- 10.9' -149/ 139V 0/ OH 1.50" 0,22 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL 25 PSF Ground Snow (Pg) 8'- 0,0" 0/ 39V 0/ OH 1,50" 0,1122 KDOF ( 625) ConnectorS,M18HS,M16 = MiTek MT series LIMITED GE REQUIREMENTSAOF IBCS2012 ANDT LIACU2012 NOT BEINGE TO THE AMET. L ICOND, 2: Desitin checked for net(-5 psfl gplift at 24 "tic spacina,) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0,100' MAX TL CREEP DEFL = •0,003' @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0,012" @ 3'- 6.6" Allowed = 0.350" 3-11-11 MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0,369" MAX BC PANEL TL DEFL = -0,111" @ 4'- 4,8" Allowed = 0.467" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 17 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, '' load durAll ation factor Enclo=ids Cat.2, Exp,6, MWFAS(Dir), Truss designed for wind loads in the plane of the truss only. sr O (NI C,) O,..._ eta , O,,-- O iii." 1110"M-3x4 �4 y y 1-00 IPAOVIDE FUII B AKIN ' ts'2 41 8-00 ; JOB NAME : POLYGON 4-B NH - BJ2 ,to PROFfi Scale: 0.6001 -s „oIN!/�y_�j� WARNINGS: GENERAL NOTES,unless otherwise noted: JJ/G�r1 /may , Truss: BJ 2ntin 1•Redder and erection contractor should be advised of all General Notes 1.This design Is basad only4 upon the parameters shown and Is toren IndNidual � and Warnings before construction coences, building component.Applicability of design parameters and proper 920i.PE 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. B Y: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /° DATE 9 is the responsibility of the erector.Additional permanent bracing of 2'o,c,and at 10'as.respectively unless braced throughout their length by w ad1 /8/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required ing(TC)and/or drywelll(BC. SEQ. : 6052953 4.No toed should bee Red to anycomponent3.2x Impact ofg or lateral bracing where shown++ fasteners are complete and at ntime ould any loads greater than and 5.Installation assumes truss trusses are he responsibility be useed Into non-corrosive envirroonment, TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use, ��fQR 4 ((� 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge if 1- "1.r 7 1 4 �� p••�� fabdcetlon,handling,shipment and installation of components, necessary I IIIIII VIII VIII VIII 11111 11111 11111 II Ill 6 This design is furnished subject to the Initadons set forth 7•DesignPlatesassumes be el adequateaootc drainage Is profused, M �n I t TPI/WTCA In BCSI,copies of which wig be furnished upon quest. 8 ecoincide with Joint center masa of truss,and placed so their center rl b MITek USA,Ina/CompuTrus Software 7.8.8 1L-E 9.Digits indicate size of plate In Inches, ( ) 10.For basic connector plate design values see ESR-1311,ESR-19a8(MITek) EXPIRES:12/31/2015 This design prepared from computer input-by 10111111111This LUMBER-BC TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS1-2=( 0) 50 2.4=(0) 0 4 LOAD DURATION INCREASE = 1.15 2.3=(-93) 73 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. BC: 2x4 KDDF t&BTR LOADIN4 BCLATERALSUPPORT BEARING MAX VERT MAX HORZ BRG REOUTAED BRG AREA TC LATERAL SUPPORT <= 12'0C. ION. LL( 25.0)+OL( 7.0) ON NP CHORD 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) A : 12. <= 12'OC. 0DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -49/ 422V -22/ 108H 5.50" 0.67 KDDF 625) TOTAL LOAD = 42.0 PSF 5'- 10.9" -125/ 170V 0/ OH 1.50' 0.27 KDDF ( 625) OVERHANGS: 12. 0' 0.0" 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrue, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2; Design checked for nett-5 psi) uplift at 24 'oc sgaCing.1 M,M20HS,M18HS,M16 MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ •1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TLMAX CREEP LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105' 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467' I I MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9' 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 6.00 -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I) Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. C.) 0 ►il4 0 M-3x4 J, l y 1-00 y oen"IDE FULL BEARING Jts:2.3.41 8-00 ftp PROP6- JOB NAME: POLYGON 4-B NH - BJ3 Scale: 0.5751 '<<:S:1/4 f ! �7` GENERAL NOTES,unties otherwise noted: 4 92.WE` ♦l WARNINGS: based 1.Builder and erection contractor Oft be advised of all General Notes 1.building design sponent Appllcabblaty ofd also and Isfor Individual Truss: BJ 3 and compress before construction commences. Incorporation of component le the responsibily of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'0.0.and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). dRE�.t�N a �`, DES. BY" LJ Is the responsibility of the erector.Additional permanent bracing of ^V DATE: 9/8/2014 the overah ebudure Is the responsibility of the building designer. 3.2,Impactlebridging or lateral bracing required where shown++ � coy 1 N 4.No tine should bem le a an to no component should after g bracing and 45.Desi Installation nr assum s busses ere be uis the seed In a non-corrosive d - SEQ. : 6052954 listeners are complete end at no time should any loads greeter Men and ere for"dry condition"of use. design loads be noappNedcontrol to any component. S.Design assumes lull bearing at all supports shown.Shim or wedge 11 t y n y_` TRANS I D: 407 654 5.Comp tion,has no over and assumes no responsibility for the necessary. r''77!-1 L fabs deem,handling,shipment and the Irritations of components. 7.Design assumes adequate drainage is provided. S.This design Is furnished subject to eMtetone st forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 Ililll VIII VIII VIII VIII VIII VIII 1111 TPch USA,CA In ncJ cops of which ft 7.6.6)1 uponL)-E request. 9.Digiti innes dicate de with joint center Meinches. EXPIRES;12/31/2015 MITI/ IBUM,copies of m Software furnished L)-E io.For basic connector plate design values see ESR-1311,ESR-1 988(MlTel() I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: 2x4 KDDF N15810 LOAD DURATION INCREASE 1.15 IBC 2012 MAX MEMBER FORCES 2.4v(0F/Cly=1.00 BC: 2x4 KDDF N16BTR SPACED 24.0" 0.1, 1.2=( 0) 50 2.4=(0) 0 2.3=(-127) 92 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 480V -29/ 1390 5.50" 0.77 KDDF ( 625) Connector plate prefix designators: LL 25 PSF Ground Snow7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 ODE ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (Pg) 7'- 11.7' -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) M,M2OHS,M18HS,A116 MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Desion checked for net(-5 9sf) uplift at 24 'cc soacino.1 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL 0.003" @ -1'- 0.0" Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ •1'- 0.0' Allowed 0.133' MAX TC PANEL LL DEFL = 0.270' @ 4'- 9.1' Allowed = 0.544" 7-11-11 MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9' Allowed = 0.817" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 12 -/ MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 6.00)7 m NOTE:Design assumes moisture content does ��) not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 4 m 9,- v Aio� o �� SM EE -1 M-3x4 J, 1-00 y 'PROVIDE FULL BEARING:Jts;2,4,3j 8-00 y JOB NAME : POLYGON 4-B NH - BJ4 �v��D PRDF�SA,. Scale: 0.5378 cJ 1N � WARNINGS: GENERAL NOTES,unless otherwise noted: � v/(�/�5yg/l 1,Builder end erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for en individual -CC. =2.0 P E r Truss: BJ 4 end Warnings before construction commences, building component.Applicability of design parameters end proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. Js,,' r05:! DES. BY LJ 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/8/2014 L the overall structure Is the responsibility onelblcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC. Vis. of the building designer. 3.2x impact bridging or lateral bradng required where shown++ ® Q 4.No load should be applied to any component until alter all bracing end 4.Installation of truss la the responsibility of the respective contractor. 'j��i �"OREGONt �4/ SEQ. : 6052955 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, J ik TRANS I D: 407654 design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 2 �+ fabrication,handling,shipment and Installation of components. necessary. 1I_� fy 6.This design is famished subject to the Amltatlona set forth 7.Design assumes adequate drainage is provided.truss,a `n r-y'i V nd d so heir center IAMTCA I,copies of which vlill be 1111111011111111111111 VMTe SAnincSCompuTnts Software furnished 7.6.6(1 L)-E request. 10 linescoincide ie size,of.For basic connector plate 8.Plates shall be located onrill ncheiueh faces aeeaESR-31�ESRti9e8(MiTek) PRIL EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 LOAD DURATION INCREASE = 1.15 1.2=) 0) 50 2.5=(0) 0 TC: 2x4 KDDF Al&BTA SPACED 24.0" O.C. 2-3=(-176) 116 BC: 2x4 KDDF qi&BTA 3.4=(-100) 0 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0• 23.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -44/ 449V -31/ 186H 5.50' 0.72 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'. 9.2' 0/ 101V 0/ OH 5.50' 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'. 11.7' -212/ 477V 0/ OH 1.50" 0.61 KDDF ( 625) M,M20HS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 Daft uplift at 24 "oc spacin0,) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.041• @ 9'- 11.7' Allowed = 0.197" MAX TL CREEP DEFL = -0.047• @ 9'- 11.7" Allowed = 0,263' MAX TC PANEL LL DEFL = 0.270' @ 4'- 9.1' Allowed = 0.544" 4 MAX IC PANEL TL DEFL = .0.353' @ 4'. 5.9' Allowed = 0.817• -/ MAX HORIZ. LL DEFL = -0.002' @ 7'- 10.9" MAX HORIZ. TL DEFL = 0.002• @ 7'- 10.9' 12 NOTE:Design assumes moisture content does 6.00 not exceed 19% at time of manufacture. Design conforms to mein windforce-resisting ), system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat•2, Exp.B, MWFRS(Dir), Toad duration factor=l6, v Truss designed for wind loads in the plane of the truss only. co o/- o,"" -3x4 6 0 M y 1, /, y 1-00 IPAOVIDE FULL BEAAING:Jts:2.L3! 8-00 1.11-11 DEQ PRope JOB NAME: POLYGON 4-B NH - BJ5 Scale: 0.4665 'CC, 61P 511r a* WARNINGS: GENERAL NOTES,unless othenise noted: 'C . T.92!0 PE f' 1.Builder and erection contractor should be advised of all General Notes 1.TNs design is based only upon the parameters shown and is for an individual Truss: BJ 5 and Warnings before construction conxnences. buildiincorporation wmpof cM.component is Applicability responsibility dpoin parameters uild proper 2.2x4 compression web bracing must be installed where shown+. Desig assn of le the rdstoof the laterallybraced building edalyner. 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top and bottom chords to be braced at mpoZ'o.c.and at 10'o.c.respectively unless braced throuphsut their length by ,/`•O DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaA(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 74,‘ .w OREGON ON Ix �L%' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. V2 SEQ.TRANS I D: 407654 : 6052956 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment. /n� design loads be applied to any component bo 5.CompuTrus has no control over and assumes no responalbiply for the and are for"dry full b on"of use. ,V 1 4• necessary. 8.Design assumes fun bearing at all supports shown.Shim or wedge if iAyj fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R ti 1`^ 8.This design is furnished sub)ed to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII Illtm VIII VIII IIII Ill TPI U A In Bc61,ompu of which will famished upon request. a.iDigits Indicate slzcoincide e)oi plate in inches. lines.. I' MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1588(MITek) EXPIRES:12/31/2015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS IC: 2x4 KDDF CATION TRUSS SPAN 2'• 0.0" BC: 2x4 KDDF M16BTA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2.4c(0F/Cq=1,00 SPACED 24.0" O.C. 1.2=( 0) 50 2.4=(D) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2.3=(-50) 15 BC LATERAL SUPPORT <= 12"OC. UON, LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN, Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0' -76/ 301V -7/ 47H 5.50" 0.48 KDDFP(C625) Connect8,CN18 (or no prefix) CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 29/ 42V 0/ OH 5.50' 0.04 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 1'- 11.7' -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED REQUIREMENTTSAOF GE IBCS2012 ANDNOT LIRCU2012 NOT BEINGE TO THE AMET. L ICOND, 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0,003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1" Allowed = 0.050" 12 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 6.00 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10,9' MAX HORIZ, TL DEFL = -0.000" @ 1'• 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=7.6, Truss designed for wind loads (' in the plane of the truss only. o o./- v 0la o 2��� 4�=� -f M-3x4 y , y 1-00 2-00 !PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: POLYGON 4-6 NH - SJ1 <i;t0 PRD��s Scale: 0.7112 � I)VS�� WARNINGS: GENERAL NOTES,unless otherwise noted: /bar Truss: SJ 1 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an IIndividual4 . ��r555 E and Warnings before construction commences. building component.Applicability of design parameters and proper 41and f' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 9/8/2014 la the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by permanent bracing a/ Pe y I1 the overall structure is the responsibility of the building designer, c2x ontinuous sheathing or such lateral as acing re aired where shown+ CC drywell(SC). SEQ." : 6052958 4.No load should be applied to any component until after all bracing and 4.Installation bo(Uuss Is the responsibility of the respective co tactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �4- '3,.OREGON , TRANS I D" 407654 design loads be applied to any component. and are for"dry condition"of use. vl�i t, a ' 5.CompuTrus has no control war and assumes no responsibility for the B.Design assumes Ng bearing at at supports shown.Shim or wedge if 'lO •y 1 4 Zvi ii.„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is necessary. p b .This design is hed subject to e Imitations set forth by 8.Plates shell be ocated on both heir center IIIIII VIII VIII VIII VIII VIII VIII lIII lIII S TPIIVYfCA USA,In BCSI,° puTrus of s Software a 7ich will be r 6.6(1 L)-E request. 70.lines coindde For basic cafe sizorjoint ce ter Ines. nnvelues see ESR-13truss,and 11,ESRced so t1 e6e(MiTek) ��n`�� MITek Inc./Com Digits indicate adze of pieta In inches. EXPIRES:12/31/2015 This design prepared from computer input by 1E11111This LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TRUSS SPAN 3'- 11.7' 1.ER( 0) 50 4WR/DD) 0 LUMBERSPECIFICATIONSKDDLOAD DURATION INCREASE = 1.15 1.2=(-60) 30 TC: 2x4 KDDF #16BTR SPACED 24.0' O.C. BC: 2x4 KDDF M1&BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD 32.0 PSF LOCATIONS flEACTI0N8 REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 1 BC LATERAL: SUPP122.. <= 12"OC. 00' 0.0'" DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -71/ 322V -14/ 77H 5.50' 0.52 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2' -3/ 60V 0/ OH 5.50' 0.10 KDDF ( 625) 3'- 11,7^ -44/ 94V 0/ OH 1.50' 0.15 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )GOND, 2: Dea10D checked for net(-5 pati uplift at 24 'oC sgaC1RQ.� M,M20HS,M18HS,M16 = MiTek MT series 6.00� REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002^ @ -1'- 0.0' Allowed = 0.100^ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL TL DEFL = -0.002^ @ 1'- 0.1" Allowed = 0.067" -/ MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' NOTE:Design assumes moisture content does '' not exceed 19% at time of manufacture. Design conforms to main windferce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. f'7,- O 4o 111 -i o� 4 p�� M-3x4 y y 2-00 y 1-11-11 1-00 PROVIDE FULL BEARING:Jts:2.4.3i Q` 0 PR Open �� )N JOB NAME: POLYGON 4-6 NH - SJ2 Scale: 0.8279 gc �, GENERAL NOTES,unless otherwise noted: 92/ P WARNINGS: CC. This e 1.Builder Warnings and erection or contractoronstrushouldcop be advised of all General Notes 1,building design is Applicability of design and Is proper individual Truss SJ 2 and beforewbracing n be commences. Incorporation of component Is the responsibility of the building designer. d� 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c,respectively unless braced throughout their length W DES. BY: LJ le the reepor sibmy of the erector.Additional permanent bracing ofplywood sheathing(TC)C anion d a(nc). OREGON �/� continuous sheathing such as pywo glh ) r1'�'a DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** 4.No load should be tippled to any component until after all bracing and 4.5.Designation assumes trusses uss is the lire be responsibility Inof to respective contractor,environment, //� �' i 4 2t� SEQ. : 6052959 fasteners are complete and at no time ani. any bade greater than end are for"dry condition"of use. �J,A�/� '� design bads a aopcon to any component. e.Design assumes fug bearing at all supports shown.Shim or wedge if w�t.j f TRANS I D: 407654 5.CompuTrus hee no led to over and assumes no responsibility for the necessary. 1- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of truss,end placed so their center 111111 11111 1111 11111 11111 EMI 1111 IIII iTsk USA,cA SCSI,copiesmpof which wig Software 7.8.6(1 uponL)-E request. S.DIrbs indicate de with Joint oi acenter e terlInnae. EXPIRES:12131/2015 MITek InC.fCompuTfWI be furnished L)-E 10.For basic connector plate design values sae ESR-1311,ESR-1888(MITeIQ 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDOF CATION TRUSS SPAN 5'- 11.7" BC: 2x4 KODF 1f18BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1-20) FORCES 4WA/DDF/Cq=1.00 SPACED 24.0' O.C. 2-3°) 0) 50 2-40(0) 0 TC LATERAL SUPPORT <= 12'0C. UON, 2-3=(•102) 47 BC LATERAL SUPPORT <= 12'OC, UON, LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA Connector OVERHANGS: 12.0' 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN.TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 311V -22/ 1080 5.50' 0.50 KDOFPIES(C625) C,CN,,C18,,CNplate rix net LL = 25 PSF Ground Snow (Pg) 5'• 11.7' 18 (ornoprefix) CompuTrus, Inc 1'- 9.2' -46/ 152V 0/ OH 5.50" 0.24 KDOF ( 625) M,M20HS,M18HS,M16 = MiTek MT seriesLIMITED -68/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) REQUIREMENTS OF GE IBCSAPPLY NOT 2012 ANDIRCU2012 NOT BEING MET. (GOND, 2: Design checked for net(-5 osfl uplift at 24 °oc sgecing.l 12 AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 6.00MAX LL DEFL = 0.002' @ •1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0,133' MAX BC PANEL LL DEFL = 0.003" @ 1'- 0,1" Allowed = 0.050" -..„, MAX BC PANEL TL DEFL = -0.004" @ 1'• 0,1' Allowed = 0.067" MAX HORIZ. LL DEFL = -0.001' @ 5'• 10.9" 11 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10,9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria. cr Wind: 140 mph, ho20,7ft, TCOL=4,2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), tj load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M 4 NIO,_ O ►� 4.0.--- 01 -� M-3x4 y y y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4,3) JOB NAME : POLYGON 4-B NH - SJ3 o0 R04 Scale: 0.6611 � IN �p� cSj© WARNINGS: GENERAL NOTES,unless otherwise noted: '.N.778//r SJ 3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual and Warnings before construction commences, building component.Applicability of design peremetera end proper e' ' .PE r, Truss: 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure atabmly during construction 2.Desitin assumes the top and bottom chords to be laterally braced at DATE: 9 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � r SEQ. /8/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood aheathing(e s and/or drywall(BC. CC SEQ. : 6052960 4.No load should be applied to any cng 3.4.In Impact bridging or lateral hredng requirede where shown++ fasteners are complete and at no lime should any loads greater than d 5.Design assumes truss sehs are to be used in of non-corrosive environment, TRANS ID: 407654 design loads be applied to any4'C)REGON <l/ 5.CompuTrus has no control over and component.assumes no responsibility for the and aregfor"dry condition"of use. t P tY S Design assumes full bearing et all supports shown.Shim or wedge If �id 1 4 2a� re. fabrication,handling,shipment end Installation of components. Deas. p �•, p,1 IIIIII VIII VIII IIID 11111 VIII VIII(III(III 6.This design furnished subject to the Imitations set forth by 87.Designins ehell be with s adequate drainage esiof Gusie,aand placed so their center r7 L` v TPI/W7CA In SCSI,copies of which will be furnished upon request. lines coincide Joint center Ines. MITek USA,(n0./CompUTrue Software 7.6.6(1 L)-E es. 10.Forrlts basic connesictor ple of ate desige in n values see ESR-1311,ESR-1ge8(Weir) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIII�I PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WRIODF/Cq=1,00 TRUSS SPAN 6'- 9.2" 2.12( 0) 36 B.R=(ORCE 57 R/DDF/Cg= 152 LC: SPECIFICATIONSKDOLOAD DURATION INCREASE = 1.15 1.2=(-80) 72 BC: 2x4 KDDF B1ABTR SPACED 24.0' O.C. 2-3=( 0) 0 E: 2x4 KDDF S1ANDA WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'. 0.0" -79/ 425V -281 86H 5.50' 0.68 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 6'- 9.2" -32/ 276V 0/ OH 5.50' 0.44 NODE ( 625) Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) C,CN,C18,CN18 (or no prefix) CompuTrus, Inc pEOUIREMENIMITED TSAOF GE DIBC S20�2 AND LIRC U2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,y20HS,M18HS,M18 = MiTek MT series BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'• 0.0" Allowed = 0.10 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0,0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.122" @ 3'- 5.2" Allowed = 0.386" 6-05-08 0-03-12' MAX TC PANEL TL DEFL = -0.161' @ 3'• 5.3' Allowed = 0.580' 12 MAX HORIZ. LL DEFL = 0.000' @ 6'- 5.5' MAX HORIZ. TL DEFL 0.000' @ 6'- 5.5' 4.00 C7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. esisting M 1.5X3 4 Design-/ system and components orms to in ir componentsandcladdingcriteria. Wind: (Allmph Heights),3Enclosed,4Cat.2, Exp. ,BASCE MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N c cV 47 co 5 -, O 2011411 M-3x4 M 1.5x3 y y 6-05-08 0-03-12 y y 1-00 6-09-04 �t`�`��0'PROPt JOB NAME: POLYGON 4-B NH - Cl Scale: 0.5738 w�` ``711p ,°meq GENERAL NOTES,unless otherwise noted: =�2 /1 I: WARNINGS: TNs Is based 1.anBuilder and erection contractorshould ben advised of all General Notes 1•building component.Apppllhbility parameters shown parameters d proper individual Truss Cl 204 Warnings beforewebracing m construction oommsncee. Incorporation of component Is the responsibility of the building designer. 2.Zx4 compression web must be installed where shown+, 2.Design assumes the top and bottom chorda to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.e,and at 10'o.c.reepecdveiy unless braced throughout their length by f `� DES. BY: LJsheathm c and/ordrywaa C). OREGON � . Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywoodg(T) DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Inst)Installation n eumeuss is the responsibility be uleeA of the h non-corrosive contractor. environment, J�"�A, �" 1 4 SEQ. : 6 0 5 29 61 fastenersto are e applied plat end at no timempo should arty bads greater than and ere far"dry condieon"of use. design Trash b s ncn to any and assumes 8.Design assumes foil bearing at all supports shown.Shim or wedge if TRANS I D' 407654 5.CompuTrus has no control over and assumes no responsibility for the necessary. C rl R 1 ' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 9.This design is furnished subject to the irritations set forth by a.Plates coincideshall be Inc twit ceon nter faces of truss,and placed so their center >r� to I 111111 11111 11111 11111 11111 11111 11111 IIp 1111 MTITTe USA,lnc.//CompUTrUo(Software 7.6.6(1 L)-E request. 10.Porribasic connectorsizef plate tdesign values see ESR-1311,ESR-1 988(MITek) EXRI RES.1 2131 1 601 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF g18BTA TRUSS SPAN 6'- 9.2" BC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 43-5'(-210) 100 WEBS: 2x4 KDDF STAND SPACED 24.0. 0.C. 1-2=( 0) 36 2.5=(•42) 57 3-5=(-21D) 155 2.3=(-68) 75 TC LATERAL SUPPORT <= 12"OC, UON. LOADING 3-4=( -7) 3 BC LATERAL SUPPORT <= 12'OC, UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural LL 25 PSF Ground Snow (Pg) 6'- 9.2" -32/ 277V 20/ 8OH 5,50" 0.44 KDDF ( 625) vertical members (uon). LIMITED GE NOT REQUIREMENTSOFIBCS20112 ANDLY IRCUE TO THE 2012 NOT BEING MET. Connector plate designators: 'COND. 2; Design checked for net(-5 oaf) uplift at 24 "oc spacing.' Connect8,CN18 (or prefixno prefix) = ries s, Inc VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 M,M20HS,M18HS,Mor Mi Tek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6-05 08 0-03-12 MAX TC PANEL LL DEFL = 0.121" @ 3'- 5.2' Allowed = 0.386' MAX TC PANEL TL DEFL = -0.159' @ 3'- 5,3" Allowed = 0.580" 12 4.00 C==- MAX HORIZ. TL DEFL = 0.000^ @ 6'- 5.5" NOTE:Design assumes moisture content does M 1.5X3 not exceed 19`s at time of manufacture. 3 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.3ft, 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. 0 N N 0 U O/- 0 2 M-3x4 x 5 -V M-1.5x3 y y y y y 6-05-08 0-03-12 1-00 6-09-04 y JOB NAME : POLYGON 4-B NH - Cl GE lil,�0 PRO4-6, Scale: 0.5738 � �Np /�. WARNINGS: GENERAL NOTES,unless otherwise noted: �4 7/3//r Truss: Cl GE 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an individual 4t and Warnings before construction commences, building component.Applicability of design parameters and proper - G SPE { 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 401111rJ,/P DES. B Y: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE 9/8/2014 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'u.c,respectively unless braced throughout their length by the overall structure Is the responsibility of the building designer. contin2x ppuous sheathing such es plywood sheathing(TC)and/or drywall(eC). act SEQ. : 6052962 4.No load should be applied to any component until after all bracing and 4.stalletlonofhues is for he responsieral bility required the eepecBvoecnntractor, fill Q fasteners are complete end at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, '�A A_OREGON TRANS I D: 407654 design loads be applied to any component end are for"dry condition'of use. A. //1�+7�f th 5.Compu'rru hes no control over and assumes no responsibility for the e.Design assumes full bearing at as supports shown.Shim or wedge If c _7 14 so�h•. fabrication,handling,shipment and Installation of components. necessary. provided. p p T .This design Is furnished subject to the limitations set forth by IL Plates shall be located on both faces of r center INVTCA In SI,copies of 11111111111111 11111 VIII 11111 11111 IIII IIII SA4Te USA,IB./CompuTr a Software 7.6.6ich will be (1L)-E request. o Digit coincide withasic jointr Inches.n values see sESR-13,and 1/1�ESRd so,781e6(MITeIQ �n n EXPIRES 12/31/2015 This design prepared from computer input by 1111111111This LUMBER-BC TRUSS SPAN 5'- 3.2' IBC 2012( MAX MEMBER FORCES 36 4 RID(F160)1,00 124 TCMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=2-3=(-67) 47 TC: 2x4 KDDF M16BTA SPACED 24.0' O.C. 2-3=� 0) 0 BC: 2x4 KDDF S1ANDA WEBS; 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC, VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'. 0.0" •74/ 369V -21/ 67H 5.50' 0.59 KDDF ( 625) OVERHANGS:. 12.0' 0.0' LL = 25 PSF Ground Snow (Pp) 5'- 3.2' -24/ 212V 0/ OH 5,50" 0.34 KDDF ( 625) Connector plate prefix designators: ICOND, 2: DesiOn checked for net(-5 asfl uplift at 24 'oc sgecina.l C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE EQUTAEMENTSOF IBCS2012 ANOT LINC Y V2012 NOT BEING E TO THE AMET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0,002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0,133' 4-11-08 0 MAX TC PANEL LL DEFL = 0.040' @ 2'- 10.2" Allowed = 0.281' T 3- 1 2 MAX TO PANEL TL DEFL = -0.045" @ 2'- 8.2' Allowed = 0.421' MAX HORIZ. LL DEFL = 0.000' @ 4'- 11.5" 12 MAX HORIZ. TL DEFL = 0.000' @ 4'- 11.5' 4.00 D NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 Wind: 140 Hei htsOftEnclosed 2CatD2,6Exp,ASCEM7.10, ir), (AllHeights), load duration factor=l.8, Truss designed for wind loads in the plane of the truss only. 0 N LO r/ c715 o� 2►� M-3x4 M-1.5x3 , ), ), 4-11-08 0.03-12 ; y y 1-00 5-03-04 OD PA°Pe JOB NAME: POLYGON 4-B NH - C2 Scale: 0.6026 7000:74-6:31417 "1NARNIN08: GENERAL NOTES,unless otherwise noted: - E �'" 1.BanlWe Warnings nd erection econactor on co be nceised of all General Nates 1•buiMing componenis t Applicability ofn the pdesignters shown end parameters and proppeen Individual Truss. C 2 en compress before construction commences. Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bredng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at " 3.Additional temporary bracing to Insure stability during construction 2'o.c.an at 10'o.c,respectively unless braced throughout their le length by DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatcng(l C)and/or drywall(BC). Q RECON b �✓� DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ jf�� .y� 1 ��� 4.No load should be applied to any component until after an bracing and 5.4.Installation on omestruss sIs the s rre responsibility n i alty of the respa oeNcontractor. A_ ty SEQ. : 6052963 fasteners are complete an at no time should any loads greater thenand are for"dry condition"of use. p ` design loads be applied to any component B.Design assumes full bearing et all supports shown.shim or wedge If 'v/ TRANS I D' 407654 5.CompuTrus has no control over and assumes no responslMltty for the necessary. Mitt. V. " fabricadon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. B.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 11111 11111 11111 VIII VIII VIII 1111 II TPINYTCA In BCSI,copies of which will be furnished upon request. 9.Dlgic Indicate with joint oi plate center Ines.. EXPIRES 12/81/2015 . MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITak) 1111111111This design prepared from computer input by° PACIFIC LUMBER-BC LUMBER SPECIFICATIONS IC: 2x4 KDDF @16BTA TRUSS SPAN 5'- 3.2" BC: 2x4 KDDF M168Tfl LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4Wfl)DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0" D,C. 1.2=( 0) 36 2.5=(-33) 36 3.5=(•161) 127 2.3=(-70) 50 TC LATERAL SUPPORT <= 12'0C, UON. LOADING 3.4=( -7) 3 BC LATERAL SUPPORT <= 12'OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AREA OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M•1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -72/ 368V -21/ 66H 5.50' 0.59 KDDF ( 625) Vortical members (uon). 5'- 3.2" -25/ 213V 0/ OH 5.50' 0.34 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Des10n checked for net(-5 of) uplift at 24 "oc soacin0.I M,M2OHS,M18Ha (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 M,M20HS,M18HS,(or = MiTekprMT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX LL DEFL = 0.002" 0 -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' 3-�2 MAX TC PANEL LL DEFL = 0,039" @ 2'- 10.2' Allowed = 0.281' 4-11-08 0 MAX TC PANEL TL DEFL = -0.044' @ 2'• 8.2" Allowed = 0.421' 12 4.00 C12 MAX HORIZ. LL DEFL = 0,000" @ 4'- 11.5" MAX HORIZ. TL DEFL = 0.000" @ 4'- 11,5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, M•1,5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. _ Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, T' (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), _I load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N N '- 0 2 S x5 M-3x4 M-1.5x3 y y y y 4-11-08 0-03-12 1-00 5-03-04 y JOB NAME : POLYGON 4-B NH - C2 GE ,s0t?c pRO% F�s Scale: 0.6026 • ?Ike '-�/� WARNINGS: GENERAL NOTES,unless otherwise noted: kf "�//J `/Gq 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for en Individual 4L' �' and Warnings before construction commences, building component.Applicability of design parameters end proper • �_PE. Truss: C2 G E 2.2x4 compression web bracing must be Installed shown+. Incorporation of component is the responsibility of the buIlding designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability duringuring co strudlon 2.Design assumes the top and bottom chords to be laterally braced at DATE: 9 Is the responsibility of the erector.Additional permanent bracing of continuous2o.c.and at 10'o.c,respectively unless braced throughout their length�y /'rlmm. r� /8/2014 the overall structure la the responsibility sheathing such as plywood required sheathing(TC)and/or drywaa((13C. CC 14 SEQ. : 6052964 p° hof the building designer. 3,2z Impact bridging truss or the where shown++ Allier -VI 4.No load should be applied to any component until after all bracing and 4.Installation of Is the responsibility of the respective contractor. A� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �' ,,4!OREGON TRANS I D: 407654 design loads be applied to any component. end are for"dry condition"of use. �1 �r I 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at as supports shown.Shim or wedge If /,c,/ -7 1 Z�� �`• fabrication,handling,shipment and installation of components. necessary. l./ �+ IIIIII VIII VIII 11111 VIII VIII 11111 IIII IIII 6.This design Is furnished subject to the Irritations set forth 7.PlatesPshall assumesladequate ne boththifage Istrus,provided. `R TPIIW TCA In BCSI,copies of which will be furnished upon request. 6 necoincide with Joist aInes. faces of truss,and placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e In inches. 10.For 5. ib sits c connectocate size rplf atetdesign values see ESR-1311,ESR-1 e88(MITek) EXPIRES:12/31/201.5