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Plans , fl /115-T WL2Sr—' 72_67 54) Tre• Lcf /eci MAY I 9 7016 .s; ) 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. c P R Opk•.„ c..1\• 04/ / 4t- re' Pr* - ' E S -0\4 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 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 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.'T7,1,0 viAs/i 4)- 4,'‘" � -N 0 <. , 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. 445 / Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370856 TRUSS 1 1 PL12-211_UPPER FG FLOORJob Reference(optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:30 2012 Page 1 Pacific Lumber&Truss Co.,Hillsboro,Ore y�p ID:Fz9QzgfDnfT1tgjap2TkUzyPYh_-ITFUeM2nJD7JzVh5RfMDdGrkHxontoJdkfZUKZyPYRd I 1-0-0 I 1 1-0-12 II 1-2-0 Il —1 515=136.3 1.553 II 1.54 II 1.5X3 II 1.sX3 II 356 FP1. 1.53 II 465= 15533II 15535II 77 II 1.54 II22 4 S 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 • 1 2 3 • p p d e _ -.a `as _ ` a _ —/AL /4416\ -/ N / / N-/ N / N-/ '\ e. 33 32 31 30 29 2827 28 25 24 355= 41c6= 358_ 368= 356= 358 FP= 3x5— 1.53 II 355= 355= 3x5— 1.563 SP= 355= 8-11-12 Jt-412 11.4-1JI I 12-10-0 7-C_10.7-0 0-7-0 I 7-9-12 Plate Offsets(X.Y1: 11:Edae.0-1-81.18:0-1-8 Edael 129:0-1-8.Edael CSI DEFL in (loc) 1/deft Ud PLATES GRIP LOADING 40.0 SPACING 1-0-0.0VertLL -0.34 28-29 >770 480 MT20 220/195 TCLL 40.0 PlatesumbrIIncreassee 1.00 BC 0.57 Vert(TL) -0.53 28-29 >492 360 TCLL 10.0 Lumber Issrease 1.00 BCLL 0.0 Rep Stress Inca' NO 0.08 23 n/a n/a NO WB 0.65 Weight:111 lb FT=0%F,0%E BCDL 5.0 Code IBC2009/TPI2007 (Matrix) LUMBER BRACING or 6-0-0 oc purlins, except TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied end verticals. BOT CHORD 4 X 2 DF 2400F 2.0E BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. 4 X 2 DF Stud/Std 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=-1265/0,34=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, V AR S.TjA � 18-19=-3122/0,19-20=-1950/0, 33=0/21950/0 R W hSXjr r 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, 28-29=0/3688,27-28=0/3833,26-27=0/3721,25-26=0/3380,24-25=0/2797, y �_. r�r 23-24=0/1035 -. WEBS 2-35=-932/0,2-34=0/815,4-34=-732/0,433=0/650,6-33=560/0,6-31=0/445, 1 8-31=-734/0,2143=1410/0,21-24=0/1282,19-24=-1187/0,19-25=0/455, 16-25=-362/0,16-26=0/285,10-29=-496/46 NOTES4i' 396 L 1)Unbalanced floor live loads have been considered for this design. Qfi �GJ$T �Y �� 2)All plates are 3x4 MT20 unless otherwise indicated. �` IO/vf i"i1 \4 3)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 be attached to walls at their outer ends or restrained by other means. concentrated load(s)468 lb down at 18-3-0 on top 5)Hanger(s)or other connection device(s)shall be provided sufficient to support � � � 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). ��c;\ NOs E ,/0 LOAD CASE(S) Standard 9 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 4 , }+,•:`i t' Uniform Loads(plf) Vert:23-35=-5,142=-50 f, Concentrated Loads(Ib) Vert:19=-468(F) 1;1.- f.Q ,o;l'''d i \ ?�� +7 Digital Signature t EXPIRATION DATE:06/30/14 October 26,2012 4 ...so 1 D WARNING year w�zasdtersand READ NOTES ONTEESAM)INVLUDEDi • ITERREFJ PAGElftfd-7473BEFOREUSE. .s Design valid for use on 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 Wel('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 QuaIIIy Criteria,DSB-89 and SCSI Building Component 77775 Heights,C7 Greenback L eightskL ne uite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. If Southern Pine(SP or SPpj lumber is specified,the design values are those effective 05S1/2042 by ALSC or proposed by SPIS. Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 PL12-211_UPPER FT1 FLOOR TRUSS R35370857 22 1 Parc Lumber&Truss Co.,Hillsboro,Ore Job Reference(optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:31 2012 Page 1 ID:Fz9QzgfDnT1 tgjap2TkUzyPYh_-mgptri3Q4XFAbfGH?MtSATNtsLSTcDfmzJJ1 sOyPYRc 1 2-0-0 1 2-0-0 11 2-0-0 i 15-4 II 1-2-0 II 1-8-8 II 1-9-0 1 Scale=1:37.3 1.54 11 1.5X3 II ax8= 1.5x7 II 344= 1.54 11 3x4= 1.54 ll 3x4— 3x6 FP= 3x4= 1.5x3 II axe= 1.5x3 II 1 2 3 4 8 8 ] i ? _ x) e_ 8- 9 10 11 12 13 14 o J- a 11 e d e / \ e e 2 ry 24 21 20 19 18 41 344= ] 6 3110= 34 FP=3x4= 1.54 11 315= x4 3x6= 3x10= 318 SP= 3x4= 1 ]5-17 611-12 7-9-12 0.7-0 10.7-0 I 716612 Plate Offsets(X.Y1: [6:0-1-8.Edge).[20:0-1-8.Edae] 12-10-0 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 TCDL 10.0 Lumber Increase 1.00 BC 0.67MT20 220/195 BCLL 0.0Horz(TL)r -0.71018-19 >3/a68 360 Rep Stress lncr YES WB 0.77 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 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=954/0-4-8 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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 WEBS 5-20=335/0,2-23=-1923/0,2-22=0/1521,4-22=-1094/0,420=0/897,13-15=-1767/0,13-16=0/1438,11-16=-1094/0, 5 S. / 11-17=0/801,8-17=459/0,8-18=0/287,6-18=211/639fig+ C�' ���4, NOTES ,4� • C 1)Unbalanced floor live loads have been considered for this design. r se 0 x 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. y( 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 be attached to walls at their outer ends or restrained by other means. or LOAD CASE(S) Standard 3096 �tiikt,D PROPS w 2 j 6 :;•�!"E mac- •,F E- -,:a.OR--0 6 SSP s. Digital Signature I EXPIRATION DATE 06/30/14 October 26,2012 ®6yAdttvfNG-Vcr design Pru a irs and READ AO7$8 ON 77116 AM)MEWED MINK RPF' t Design valid for use only with Mitek connectors.This design is based onlyuponF� pcomponent.Bt fx'8 s Applicabilityof design g parametersspshown,and is for an-not truss building so g parameters and proper incorporation of component bracing responsibility toblity of building designer-tru truss designer.Bracing shown " 8 for lateral support of individual web members only.Additional temporary insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele Safely fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7P11 Quality Criteria,DSB-89 and BCSI Building Component Nile{SP or R) 1available m1J r Plate specified,Instutthe e desig1 N. n Lee y Sheet,are effectideSuite 312, ,681/2Crt2 ALSC or7777 Greenback Lane,Suite 109 by proposed by$ Citrus Heights,CA,95610 is / Job Truss Truss Type Qty Ply POLYGON 4ABC 1112012 R35370858 PL12-211_UPPER FT2 Floor Truss 1 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 5 Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:32 2012 Page 1 lD:Fz9QzgfDnFr1 tgjap2TkUzyPYh_-FsNF3242rgN1 DorTZ4Ohihw4LkStLj3wCz2bOSyPYRb I 2-6-0 I I 2-54 II 1-2-0 ii 1-6-0 1 Seale=1-31.3 1.5x3 II 306= 1.503 II 3x4= 1.55!II 384= 1.553 II 306= 1.553 II 1 2 3 4 5 6 7 8 9 e a`\\ 14 13 12 11AIL1 354= 3x8= 1.553 II 304= 3x8= 3x4= 9-1-4 1 7-9-12 I8-4-12 -ll-121 1 1844 1 7-9-12 0-7-0 0-7-0 9-3-0 0-1-6 Plate Offsets(X.Y): [4'0-1-8.Edge).[12:0-1-8 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 0.34 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 BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:81 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 (lb/size) 15=802/0-4-4 (min.0-1-8),10=802/0-4-8 (min.0-1-8) FORCES (lb)-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 ,,,,SR S.7'tA, TES 1)U balanced floor live loads have been considered for this design. '- C v I AS Mf r 1 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��, GJ; 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks ' to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard r. -. fit''/ 8,1"0-Y~ �C, ? tri) PR Ore, s ti G3 $� /per /Tie.. Air ell141V / ** ICW'': °C'' SFR S.• Digital Signature t EXPIRATION DATE;06/30/14 October 26,2012 8 8 ®WARNING-Vc ify design parameters andREAD NOTES ON TESS AND INCLUDED kIIISK REFERENCE PAGE 1471-747B BEFORE€ Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. ,' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety informaion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Seutherts Pine(SP or SPp)lumber is specified,the design values are those effective 06(M12012 by ALSO or proposed by SP16. t Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370859 PL12-211_UPPER FT3 Floor Truss 7 1 Job Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:33 2012 Page 1 ID:Fz9QzgfDn1T1 tgjap2TkUzyPYh_-j2wdGN4gc8VugyQg6nvwFuTFP8pU4AX3Rdo8wuyPYRa 2-6-0 I I 25-4 II 1-2-0 II 13-4 I 8®k=1:31.0 1.513 II 3x6= 1.5x3 II 3x4= 1.5X3 II 3x4= 1.5X3 II 315= 1.5x3 II 1 2 3 4 5 6 7 8 9 60,444440.4444,44,444, - ,000000000000061 AI 6 V - 110............ - 144444444444%496l - .1 o° a o 1 - 14 13 12 11 10 3x4= 318= 1.5X3 II 3x4= 318= 314= 9-1-4 I 7-9-12 18-412 F-11-121 1 18-1-8 I 7-9-12 0-70 0-7-0 9-0-4 0-1-0 Plate Offsets(X.Y): [4:0-1-8.Edge].[12:0-1-8.Edge] LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud 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!nor 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&Btr 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 *JN' ,R S,TIN NOTES q b, F WAS4 cry 1)Unbalanced floor live loads have been considered for this design. 0 /4, 2)Refer to girder(s)for truss to truss connections. w j, 3)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. c ;a 0 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.13V X 3")nails. Strongbacks rn 1, s "./- to to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 3496 GA., FbiSTE ''� -4 fi`S/ONAL1 :"� GINS `�> ii-d "517 rr 1b*.lig - • c-' a'�OSE ,:, 'VX. S;A \ C� Digital Signature EXPIRATION DATE:06/30/14 October 26,2012 I e ®t$ARNIKG-Ver/j t design pori meta,*and READ NOTES ON TIES AND INCLUDED MIME REFERENCE PAGE 14WI.7473 BEFORE LOSE. . 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 responsibility of the MiTek. Al 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 Quaiiiy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 46/81/2012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370860 PL12-211_UPPER FT4 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 10:06:33 2012 Page 1 ID:Fz9QzgfDnT1 tgjap2TkUzyPYh_-j2wdGN4gc8VugyQg6nvwFuTlb8td4AyiRdoBwuyPYRa 2-2-12 I I 2-6-0 I &ale 4121.7 1.5x.3 II 1.5x3 11 �t5= _ t.srs II 1 2 3.344 4 5354= 6 0 • g _c.2 -4111111111111111111144444444.. O Q `eJ e 1 93rte= Bye= A 1.5x3 11 A4= I 12-8-12 12b12 I LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d 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!nor 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(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 l�fiR S.rjiV 1)Non Standard bearing condition. Review required. 4..T` -i.WASii F 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,t 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 ...7`.- s, 0 to be attached to walls at their outer ends or restrained by other means. r� I 2 LOAD CASE(S) Standard z 'F'� 4 4O/STER'f> 4' ,s-,O AL - Rc.D PRQF s �cr,,� ,,c.;<<-040.1 fi� /© /`/ Air °REG!,< FR s"-CPN Digital Signature EXPIRATION DATE:06/30/14 j October 26,2012 4 A W -Venn design paramattvs enud READ NO7E8 ON T737s IN LUDimsMITERREFRRZMSPAGEMrr-T47 B Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and 4 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 stabirity during construction is the responsibillity of the MiTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,derrvery,erection and bracing,consult ANSI/1P11 Quell*Cdleria,DSB-89 and BCSI Betiding Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus He' if Southern Pine(SP or SPp)klr ris specified,tine design v les are those effective 6 2 by ALSC or pr SPIELgbts,CA,95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I I (Drawings not to scale) Damage or Personal Injury MEIDimensions are in ft-in-sixteenths. 11� Apply plates to both sides of truss1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 2 3 diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves �'T/16� 4 may require bracing,or alternative Tor I IIIII—MINE bracing should be considered. to OLl I 1 1111214111 F 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building OC7: C6-7 5-6 O designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS ~ all other interested parties. plates 0- 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. THE LEFT. 7. Design roumesusseswill besi �tected fromnvaccord ANSI/TPI 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 software or upon request. shall not exceed 19%at time of fabrication. 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: The first dimension is the plate 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General practice is to 4 x 4 Width measured perpendicular ESR-1311,ESR-1352,ESR1988 camber for dead load deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: In all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents current/old values as published specified. �i Yby 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. BEARING (2x4 No 2 and lower grades and smaller sizes), 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 Indicates location where bearingsapproval of an engineer. (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved MIN NMI 0 17.Install and load vertically unless indicated otherwise. ® ( reaction section indicates joint ` number where bearings occur. 18.Use of green or treated lumber may pose unacceptable Min size shown is for crushing only. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MN19.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. 20.Design assumes manufacture In accordance with BCSI: Building Component Safety Information, MiTeke ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.09/04/2012 22'-0' ,; i , , I o r +; ? 'cr.!) 2 2 2 2 2 x 2 2 2 # _ -,< wiz jq_ W W Q sst-uo m v v K '! fy`{ z� 0,'' SJ1 an 0 0 a Q z w �n (.) v Lli Wo�Zno I-I SQZz z ce m .< :1 SJ2 w w O wan+o Z AJ3 0 0 z W o I-1 cC o� I- d 1 s LU o =ws n o W B5 mz z ---o wZ ce ce CD o z z o u_ u_ � <..L,= s 0 z z j Z 82 z.• iS _ Z O Our O ._.3 Es , V U cc z ss3-.: 12 W OX CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH -- REVISIONS NOTED y 0 NON-CONFORMING—REVISE&RESUBMIT i THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONC,EPT ONLY AND DOES NOT RELIEVE THE 6 __ FABRCATORVENCOR OF RESPONABIL:TY FOR CONFORMANCE WITH DESIGN - DFv1WINGS,SPECIFICATIONS.AND APPLICABLE CODES,ALL OF WHICH HAVE 6:12 j,. PPJORTY OVER THIS SHOP DRAWING. / - By David R Burnett Date 10/6/14 MILBRANDT ARCHITECTS _ B3 04 6: / 1 _ / ' 22 liusa B1 � ' • SJ3 Al kL 6i1 SJ2 SJ2 � �� sJ1 r .$14ri0.74 4 1�'L ' 2 ,fol •. ,� �.Q (' �• : 2 te r C.) 0 C? �+ .- is 1.0 U / U 12'-11' 22'-0' I /' ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/08/14 PLACEMENTRSS ULATIOONNSAND° `'` ENGINEERED STRUCTURAL I♦ PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER �j .. INFORMATION. ALLNBUILDING TRUSS l� £ .. 4'B NH RESPONSIBLEDINFo ALL RD 1-,.... um` PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 4-B NH / B NH CHECKED BV. DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL R T i V ICOMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. II /S '` ,., 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. aZf•o •o6 D AW WnOl%n . < Z Z'' m o X X O o a N = Z A °z W Z v Z a = 17A 4 an O v m 2 m yo r 6'-9114' 1 r _..2n < 3 O2 v - LI II Cl GE co e e e E e a 6i 63 foo 1 CO H 2 54 2 2 m a2 co d ' 2 _ w ■,, 8J2 Cl (4) 613-.- ; N 8J3 a / E 1 / / 1 / 1 11 i 1 8,14 E. .-. E. 5 Z mOzzmc�gA �• 7 N �_ O�Z m 7 Ap6ZT ymy Z \ �\ \ IT mN m • o$�302g202$°s I i I o�p��1m�A ,<o � � _ 6J3 c o0cF g7ac Tz ' litlifi��_ N a , 0J2 z1-6icA mA 00 �•.I,\ 1aim , 1 L �i AFb4s1 �� <EOIYOi) e r an c II 2 tit N gli �* �� CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH o REVISIONS AS SHOWN El NON-CONFORMING-REVISE AND RESUBMIT d THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE II 3 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE o c FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE'WITH THE 2 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY .p N OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. By; Todd R. Eaton Date: September 19, 2014 .4• 1111111 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. Compulrus 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 designvalues see ESR-1311, ESR-1988(MiTek). ' w : a , ,. t It *I'll) ' .r _.4, .. 1. (0 /,, EXPIRES 5130115 111111 111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-11=(-812) 5219 11- 3=( -213) 1685 2x6 KDDF #18BTR T2 SPACED 24.0" 0.C. 2- 3=(-5910) 963 11-12=(-711) 4492 3.12=(-1306) 261 BC: 2x4 KDDF #18BTR; 3- 4=(-3590) 637 12.13=(-653) 3979 12- 4=1 -181) 1190 2x6 KDDF #18BTR B3 LOADING 4- 5=(-3201) 603 14.15=( 0) 0 12- 5=(-1187) 277 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-4060) 801 13.15=(-684) 3961 5.13=( -180) 845 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3654) 745 15.16=(-647) 3784 13- 6=( -67) 678 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4112) 808 16- 9=(-653) 3596 15- 6=( -696) 87 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-4158) 812 6.16=( -238) 109 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 7-16=( -167) 1038 ADDL: BC UNIF LL+DL= 50.0 PLF 14'- 0.0' TO 22'- 0.0' V 16- 8=( -63) 223 NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC CONC LL+DI= 597.3 LBS @ 14'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP I M,M2OHS,M18HS,M16 = MiTek MT series 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 = -0.141" @ 10'- 5.5' Allowed = 1.054" MAX TL CREEP DEFL = -0.377' @ 10'- 5.5" Allowed = 1.406' MAX LL DEFL = 0.002" @ 23'- 0.0' Allowed = 0.100" 7-11-11 6-00-10 7_11.11 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" T f f T MAX HORIZ. LL DEFL = 0.086' @ 21'- 6.5' 2-09 5-02-11 2-02-05 2-01-12 1-08-09 3-10-15 4-00-12 MAX HORIZ. TL DEFL = 0.179' @ 21'- 6.5" T 'I ' ' 1 597.30# T ' NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.00 M-3x4 M-3x8 .'::16.00 M-4x10 Design conforms to main windforce-resisting M-5x6 5 T2 � system and components and cladding criteria. h Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-6x10 M-1.5x3 (All He>.ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x8 Truss designed for wind loads in the plane of the truss only. M-4x10 psi /1 _ ee- /� o 11 12 1 � .+� v a '" ** M-3x8 0 14 15 is '. o o / M-3x4+ M-5x8 M-8x10 M-3x8 M-3x10 C M-3x4+ ..3.75 **2X WEDGE 2.21 - 12 W/(2) M-3X4 TYP. 12 J' )' i" y J' 1205# ? y 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 1' /' y 1 y 1' /, 1-001" 2-05-08 8-00 y1-08-08 9-10 y1-00 10-05-08 11-06-08 1' )' y 1' 1-00 22-00 1-00 t`�4tO PRope. JOB NAME : POLYGON 4-B NH - Bi Scale: 0.2652 ss cl (/ d lfr WARNINGS: GENERAL NOTES,untass otherwise noted: 4.l ss- JOB mE /,,pr 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 S/ O P E r p and Warnings before construction commences. building component.Applicability of design parameters and proper .✓ Truss: B 1 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 at 10'o.c,respectively unless braced throughout their length by DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "DP'' DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ aY 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON ik Iv` SEQ. : 6052939 fasteners are complete end at no time should any bnon -corrosive greater than 5.Design assumes trusses are to be used in a nocorrosive environment, L� 44 y '. TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. 2Q� Pi 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if AI fx fabrication,handling,shipment and installation of components. necessary. '7L]RIO- V P Po 7.Design assumes adequate drainage is provided. r�'1l fl 6.This design is furnished subject to the!Irritations set forth by 9.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPIANfCA in SCSI,copies of which will be furnished upon request. 9.IDIgI�indicate e size)of plate int center lnches. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1E1 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-13=(-825) 2724 13- 3=(-216) 909 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(•3087) 983 13-14=(-721) 2334 3.14=(•957) 360 BC: 2x4 KDDF #1&BTR; 3- 4=(-1598) 563 14.15=(-499) 1519 14- 4=( -95) 398 2x6 KDDF #1&BTR B3 LOADING 4- 5=( 0) 0 16.17=( 0) 0 14- 6=(-201) 156 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1387) 540 15.17=(-440) 1323 6.15=( -18) 73 DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(•1521) 627 17-1B=(-426) 1284 15- 8=(•178) 548 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 8. 9=(-1167) 471 18-11=(-453) 1315 17- 8=(•437) 153 BC LATERAL SUPPORT <= 12"0C. UON. 7. 9=( 0) 0 8.18=(•216) 176 LL = 25 PSF Ground Snow (Pg) 9.10=(-1354) 500 9-18=(-102) 374 10-11=(-1548) 550 18-10=(•153) 122 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -214/ 1038V -75/ 75H 5.50' 1.66 KDDF ( 625) Connector plate prefix designators: 22'- 0.0" -213/ 1038V 0/ OH 5.50" 1.66 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625) M,M20HS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 9-11-11 2-00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Xf MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100' 4-09-08 0-02-05 0-03-07 3-05-12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.081" @ 8'- 0.0' Allowed = 1.054' 2-09 2-01-121 4-00-12 MAX TL CREEP DEFL = -0.162" @ 7'- 8.5" Allowed = 1.406' T f �� ff 1 1 f MAX LL DEFL = 0.002" @ 23'• 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ 23'• 0.0" Allowed = 0.133" 8-00 8-00 MAX HORIZ. LL DEFL = 0.052" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.086" @ 21'- 6.5" 12 12 NOTE:Design assumes moisture content does 6.00 p M 3x4 M73x8 Q 6.00 not exceed 19% at time of manufacture. M-4x68 -4x6 Design conforms to main windforce-resisting 6 8 system and components and cladding criteria. 0T2 ayy a� Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8, M-3x5 0 Truss designed for wind loads in the plane of the truss only. o M-3x5 �� ©/Ea= °""111101111•01 03 13 14 1" o o M-3x8 0 16 17 18 R3 �`- o O M-5x6 8 M-5x6=M-6x6 M-3x8 M-3x4 o -.3.75 **2X WEDGE v 12 W/(2) M-3X4 TYP. 2.21 12 ), ), ), y J, ,k ), 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 1, /, 1, ), 1, 1, 1, 1-00 2-05-08 8-00 1-08-08 9-10 1-00 10-05-08 11.06-08 1 ) 1, 1, 1-00 22-00 1-00 X00 PRD4�, JOB NAME : POLYGON 4-B NH - 62 �� INS 2 Scale: 0.2240 r, f 2 WARNINGS: GENERAL NOTES,unless otherwise noted: 4A/ v ' �pc- "'1r 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 ±92•!PE E c Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibmty of the building designer. 3.Additional temporary bracing to insure stabiBty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i�4aa.- po dy permanent of continuous sheathingsuch asdrywall(BC). ' " DATE: 9/8/2014responsibilitybuilding designer. bridging rac ngoewere sheathing(TC)own-..drywall a the overall structure(s the res onsibil' of the 3.2x Impact bdd I or lateral bracing required where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. q OREGON 4(,f' SEQ. : 6052940 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon corrosive environment, L,- -lj fit'. A. design loads be applied to any component. and are for"dry condition"of use. , -/ 2.0 -4- TRANS .- T RAN S I D: 4 07654 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1'4 t necessary. . fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. SFPRO- 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I III III IIIII 11 VIII IIII IIIII IIII IIII TPI/WTCA In BCSI,copies of which roil be furnished upon request, lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 20( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -156/ 1038V -108/ 108H 5.50" 1.66 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -156/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.043' @ 14'- 5.8' Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ 23'- 0.0' Allowed = 0.133" 11-00 11-00 MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5" T f '1 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5 02 12 5-02-12 5 09 04 fT ff f NOTE:Design assumes moisture content does not exceed 19`'e at time of manufacture. 12 12 6.00 C7' M-4x6 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4Ot Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, moi. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 M O M O , LEIR O - 8 9 O M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 O 7-06-03 6-11-11 7-06-03 y y L. 10-00 12-00 J, )' 1, )' 1-00 22-00 1-00 ��„to PR 04 JOB NAME : POLYGON 4-B NH - B3 Scale: 0.2652 $ ``` 8i1r /a4, WARNINGS: GENERAL NOTES,unless otherwise noted ±(� �P 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual p and Warnings before construction commences. building component.Applicability of design parameters and proper .,r Truss: B3incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top end 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 by �s 4 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). -yl Cr DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ OREGON t,. I� 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. � ^V SEQ. : 6052941 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, 1, V �Q TRANS I D: 407654 \ 4, design loads be applied to any component. and are for"dry condition"of use. G} 1 4 5.CompuTrus hes no control over and assumes no responsibil ly for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if (� necessary. [i I-� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �r'1 R i t- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111 VIII VIII VIII 11111 VIII VIII 11111111 TPI WTCA in BCS(,copies of which will be furnished upon request. 9.lines coincide a size plate in center 10. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 • 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2.12=(-408) 1318 3.12=(-164) 128 BC: 2x6 KDDF #1&BTR SPACED 24.0' 0.C. 2- 3=(-1552) 550 12-13=(-433) 1280 12- 4=( -78) 357 WEBS: 2x4 KODF STAND 3. 4=(-1349) 497 13.10=(-453) 1318 12- 6=(-177) 168 LOADING 4- 5=( 0) 0 6-13=(-177) 168 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1161) 471 8.13=( -78) 357 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1161) 471 13- 9=(-164) 128 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=(-1349) 497 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-1552) 550 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -213/ 1038V -76/ 76H 5.50" 1.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 22'- 0.0' -213/ 1038V 0/ OH 5.50' 1.66 F 625)= MiTek MT series KDD ( ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041' @ 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" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0' Allowed = 0.133' 9-11-11 2-00-10 9-11-11 MAX HORIZ. LL DEFL = 0.014" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.022' @ 21'- 6.5" 4-01-12 3-06-12 2-03-03 1.00-DE00-05 2-03-03 3-06-12 4-01-12 T '( T T -j '' f f < NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. 8-00 8-00 Design conforms to main windforce-resisting system and components and cladding criteria. 12 7 12 Wind: 140 mph, h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 6.00 D M-4x6 M-4x6 '<:16.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, e Truss designed for wind loads * in the plane of the truss only. M-1.5x3 4404,11111000. M-1.5x3 cI• v o _t_ 12 8 M-3x4 0.25" M 3x8 M-3x4 8 M-7x8(S) ), y 1 7-06-12 6-10-08 7-06-12 ), ), y ), 1-00 22-00 1-00 ��> t) PRO, JOB NAME : POLYGON 4-B NH - 64 Scale: 0.2646 ��� �IN, �r,� 6, WARNINGS: GENERAL NOTES,unless otherwise noted: 4;51 /!���p7C' "TT,,.. 0 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 i •PE Truss: B4 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 responsibmly of the building designer. 3.Additional temporary bracing to Insure stadity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byA�pe�^` DATE: 9/8/2014 responsibilitybuilding designer. continuous sheathing such as plywoodthing(TC)and/or drywall(BC. tr the overall structure Is the res onsiWii of the 3.2x Impact bridging or lateral bracingrequired where shown++ SEQ/1 4.No load should be appied to any component until after an bracing and 4.Installation of truss la the responsibility of the respective contractor. "j7 OREGON 44/ loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4•+ \� A design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if [J":0 -4}f 1 a 2.0 .. TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the handling,shipment and installation of components. 7.necessary. e is provided. 4104R10- fabrication, 6.ThIs design Is furnished subject to the tnitations set forth by 8.Plates shall be locaten assumes gd on both faces of truss,and placed so their center I III)I VIII VIII VIII VIII VIII VIII IIIIIIITPI/VVTCA In BCSI,copies of which will be furnished upon request. Ilnes coincide with joint center Ines. Digits Digits Indicate size of plate in Inches. MITek USA,InC./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-11-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 8=(-556) 3029 8- 3=(-124) 1101 BC: 2x4 KDDF #16BTR 2- 3=(-3426) 635 8- 9=(-483) 2529 3. 9=(-746) 355 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2003) 496 9.10=(-398) 1780 9- 4=( -33) 281 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1784) 473 10.11=(-522) 2546 9- 5=(-105) 126 TC LATERAL SUPPORT <= 12'OC. UON. 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=(-603) 3049 5-10=( -13) 286 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)0 128.0 PLF 6'- 0.0" TO 6'- 11.0" V 6- 7=(-3444) 687 10- 6=(-750) 308 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 6'- 11.0" TO 12'- 11.0" V 6.11=(-142) 1107 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 12'- 11.0" V NOTE: 2x4 BRACING AT 24"0C UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED IC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) IC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 11.0' 0'- 0.0" -221/ 1145V -49/ 56H 5.50' 1.83 KDDF ( 625) 12'- 11.0" -175/ 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 net(-5 psfl uplift at 24 "oc spacing.' ** For hanger specs. - See approved plans Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Cnnect8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100" M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' 5-11-11 T 0-11-10 5- 11-11 MAX LL DEFL = -0.092' @ 6'- 11.0" Allowed = 0.600' MAX TL CREEP DEFL = -0.179' @ 6'- 11.0" Allowed = 0.800' 2-09 3-02-110-11-10 3-02-11 2-09 MAX HORIZ. LL DEFL = 0.076" @ 12'- 5.5" • 320# 320# MAX HORIZ. TL DEFL = 0.125' @ 12'- 5.5' 12 12 NOTE:Design assumes moisture content does 6.00[7M 4x6 M 6X6 Q 6.00 not exceed 19% at time of manufacture. Design conforms to main windforce-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, M-3x5 M-3x5 Truss designed for wind loads in the plane of the truss only. 41111: M-3x6 E!7 M•3x6 c 9 1 a 1 o o 0401117* M-3x8 M-3x4 ** 11 +1 o O M-5x6 M-5x6 7 0 **2X WEDGE W/(2) M.3X4 TYP. -,n4.00 4.00 12 12 2-05-08 3-01-04 1-11-04 2-11-08 2-05-08 1, y y ), ), 1-00 2-05-08 8-00 2-05-08 1, y y 1-00 12-11 , 619 ��. 0 PR OPE JOB NAME : POLYGON 4-B NH - Al Scale: 0.3975 � i/ � /o�� WARNINGS: GENERAL NOTES,unless otherodse noted: 4z a 9 t P E { 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 Inravidual 7 and Warnings before construction commences. bullding component.Applicability of design parameters and proper AO, Truss: AlIncorporation of component d the responsidkty 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 bracing to Insure stability during construction 2 o.c.and at 10'o.c.respectively unless braced throughout theft len M by ,/' a ; DES. BY: LJ Ili the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (r DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON t, 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. 7 A_ � �40 SEQ. : 6052943 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, -*7 Z design beds be applied to any component. and are for"dry condition"of use. '�'0 Y 1 4 TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnecessassumes loU bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. e�1 R 10 - 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIIWfCA in 13151,copies of which will be furnished upon request. 9nes. Digits Indiclines coindde ate sizejoint plate tcenteriliiches. 10. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111This design prepared from computer input by { PACIFIC LUMBER-BC I 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 50 2-10=( -872) 3317 3.10=( -99) 218 TC: 2x4 KDDF #1&BTR 2- 3=(•3837) 1063 10.11=(-1096) 3715 10- 4=( -33) 732 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-3761) 1069 11- 8=( -872) 3317 10- 5=(-540) 353 LL = 25 PSF Ground Snow (Pg) WEBS: 2x4 KDDF STAND 4- 5=(-3345) 988 5.11=(-540) 353 5- 6=(•3345) 988 6.11=( -33) 732 TC LATERAL SUPPORT <= 12'0C. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 6- 6=(-3345) 1069 11- 1=(--33) 218 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 14'- 0.0" V 7- 7=(-3761) 1063 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 0,0" TO 22'- 0.0' V 8- 8=( 0) 50 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 22'• 0.0" V NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 466.7)+pL( 130.7)= 597.3 LBS @ 8'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'• 0.0" -509/ 2253V -77/ 77H 5.50' 3.61 KDDF ( 625) OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -509/ 2253V 0/ OH 5.50" 3.61 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT aeries AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 gsf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100' MAX TLMAXE .133' LL DEFL = -0.016" @ 14'- 0.0' 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' 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 not exceed 19% at time of manufacture. T Design conforms to main windforce-resisting 4-01-12 3-09-15 3-00-05 3-00-05 3-09-15 4-01-12 system and components and cladding criteria. 597.30# ( T 597"30# 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-5x8 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x8 load duration factor=1.6, 6.00 M 3x4 55 10 Tirn usthe depsligne ed f r e wid sls l y. Q M-1.5x3 M-1,5x3 r> 0 o - N c, O _i_ 1 O II o - to 0. 5" M 3x8 M-3x8 0 M-3x8 M-7x8(S) y y y 6-10-08 y 7-06-12 7-06-12 y y J, y 22-00 1-00 1-00 �tk�O PRt1p�r�, JOB NAME: POLYGON 4-B NH - 65 Scale: 0.2902 4c,� ]]�/f8/ C �/°�' WARNINGS: GENERAL NOTES,unless otherwise noted: C+G `C�L- B5 1.Builder and erection contractor should be advised of all General Notes 1.This building design based only ponent.Applfcebiliry of parametersn the shown design tersan di pfoorr an individual Truss: B5 and Warnings 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 end bottom chords to be laterally braced at eglr^'^- 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectivey unless braced throughout their lenggth by ° ! DES. BY• LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON ��0," e contractor. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ SE Q 4.No toed should be applied to any component until after all bradng and 5.InstallationDnumes trusses responsibilityrto be eof a noncorrosive environment, J. '1,4, }R' 1 G �� . Is SE Q. : 6052944 fasteners are complete and at no time should any beds greater than nend gra ss"dry condition"of use. c,J design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if -k- ft ` { TRANS I D: 407654 5,fabrication,handling, hiCompuTrus has no ppmentl rand installation of components.and assumes no tor the 7 Design assumes adequate drainage is provided. Rl 0- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 111111 11111 11111 VIII 11111 VIII 11111 II 1111 MTek USA,lnc..//CompuTrus(Software furnished 6.6(1 L))--E request. 10 lines DDorrib indicate sizoropla a design values see ESR-1311,ESR-1988(Mich) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x6 KDDF #18BTR 1 2= WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. ( 0) 50 2-6=(-312) 1385 6.3=( -249) 1361 2.30(-1631) 311 6-7=(-303) 1333 3-7=(-1590) 355 LOADING 3.4=( -112) 106 7.4=( -120) 113 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=( -10) 5 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) •• For hanger specs. - See approved plans ADDL: BC CONC LL( L07.25 OL( round)=Snow10 (Pg)0 LBS 0 4'- 0.0" 0'- 0.0' -225/ 1094V -58/ 152H 5.50' 1.75 KDDF ( 625) Connector plate prefix designators: ADDL: BC CONC LL( 322.0)+DL( 219.0)= 541.0 LBS @ 6'- 0.0" 8'- 0.0' -264/ 1268V 0/ OH 5.50' 2.03 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 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 0-03-12 T f f f MAX HORIZ. LL DEFL = 0.005" @ 7'- 6.5' 12 MAX HORIZ. TL DEFL = 0.008' @ 7'- 6.5" 6.00 p M-1.5x3 5 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. i 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, M-3x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M Truss designed for wind loads 4 4 in the plane of the truss only. c v c, < low_diiiiiimag® oto A o 6 ♦07 M-3x4 M-3x8 M-3x5 y 1020# 4541# 4-02-08 y 3-09-08 ,1 y 1-00 8-00 y JOB NAME : POLYGON 4-B NH - AG ���ta PRpc4cs Scale: 0.4632 `Gj �9 gyp_ /� WARNINGS: GENERAL NOTES,unless otherwise noted: CV, `�/( i'J y 4!' 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 e*P E r Truss: AG and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,s 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 2'o.c.and at 10'o.c.sucha respectively unless braced throughout their length by / DATE: 9/8/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywan(BC). /-4-7.1../ 0 3.In Inspect bridging or lateral bracing where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the are responsibility of the non-corrosive environment, ..� �� 0 � �fC SEQ. : 6052945 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, V TRANS I D: 407654 design loads be applied to any component and are for"dry condition"of use. 1 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 A 2. fabrication,handling,shipment and installation of components. 7.necessary. s p p 7.� t 6.This design is furnished subject to the Nmitations set forth by 8.Plates shall be locatedn assumes gon both faces e iof truss,and placed so their center +1.rt 1,.4" 111111 VIII 0111 11111 11111VIII 11111 IIII IIIII,copies of whch*II be furnished upo MireUSA,lncSColnpUT u9 i$OflWafe 7.6.6(1L)-En .6.6(1L)En request lines coincie with joint center Nnes. 10.Digits bascicaate size sizer of platea design In inches. values see ESR-1311,ESR-1668(MiTek) EXPIRES:12/31/2015 • 111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-42) 40 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 297V -7/ 47H 5.50' 0.47 KDDF ( 625) 1'. 10.9" -102/ 88V 0/ OH 1.50' 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. 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" 1-11-11 MAX TC PANEL LL DEFL = 0.002' @ 1'- 0.0" Allowed = 0.097" T , MAX TC 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 17 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 0c in the plane of the truss only. 0 c') 0/- 4- 111 o� 2►1 ►�11114 M-3x4 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 6-00 ��il,t0 PR OFet, JOB NAME: POLYGON 4-B NH - AJ1 on 5 ..ANNE A,._0.6954 ' 7/8��.A 4''' WARNINGS: GENERAL NOTES,unless otherwise noted: i r r7'kr 1 "-Tru1.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 ' 7923• PE 1.- Truss: ss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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 r err . 4911111.11r DATE: 9/8/2014 continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). • /Ir the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ OREGON ��� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. b, `,/ 4.- 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, l' 'Pl S�� TRANS I D: 407654 design loads be applied to any component. end are for"dry condition"of use. lby 1 4 2.0T 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes onfulbearing at at supports shown.Shim or wedge If �'` �Q fabrication,handling, necessary. `R shipment and installation of components. 7,nDesignss assumes adequate drainage is provided. rl fl L 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII III(IIITPIIWfCA in SCSI,copies of which will be furnished upon request. lines cdicae with joint center Ines. Dig 9.Digits indicate size of platete Inches. nches. MiTek USA,InC./COmpUTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRE&12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 50 2- 7=(-421) 1520 7- 3=(-106) 554 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1727) 474 7- 8=(-363) 1268 3- 8=(-687) 302 WEBS: 2x4 KDDF STAND 3- 4=( -716) 176 8- 9=(-359) 1282 8. 4=( -51) 353 LOADING 4- 5=( -717) 190 9- 6=(-415) 1536 8- 5=(-701) 298 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1742) 483 5- 9=(-104) 560 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -110/ 667V -56/ 64H 5.50' 1.07 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 11.0' -64/ 541V 0/ OH 5.50" 0.87 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' 6-05-08 6-05-08 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' T f f MAX LL DEFL = -0.045' @ 10'- 2.8' Allowed = 0.600" MAX TL CREEP DEFL = -0.088" @ 6'- 5.5" Allowed = 0.800" 2-09 3-08-08 3-08-08 2-09 T ' ' , 1' MAX HORIZ. LL DEFL = 0.042" @ 12'- 5.5" 12 12 MAX HORIZ. TL DEFL = 0.068" @ 12'- 5.5" 6.00 17 HM-4x4 ZJ 6.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1.1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x4 M-3x4 Truss designed for wind loads in the plane of the truss only. 0 4* M-3x4 M-3x4 - V) �' M-5x6 8 M-5x6 o R Jv ** M-3x8 ** set o 88 o *„6 **2X WEDGE W/(2) M•3X4 TYP. - 1 4.00 4.00 I ... 12 12 J.' ), ), J, y 2-05-08 3-10-04 4-01-12 2-05-08 ,I, ), (, i, ), 1-00 2-05-08 8-00 2-05-08 ,1 ,J J, 1-00 12-11 JOB NAME : POLYGON 4-B NH - A2 Scale; D.4089 �5� t.`0('�/PSN tbFec,s�� WARNINGS: GENERAL NOTES,unless otherwise noted: w� -.920! 0S / 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 en individual ' = SPE E r and Warnings before construction commences, building component.Applicability of design parameters and proper ,/�"" T r u s S: A2incorporation 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 at 10'o.c.respectively unless braced throughout their length by ' 4.0ae'"-" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�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++ Cr 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. 3! A,OREGON Ix to SEQ. : 6052947 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L ',,�y 2 �,"O\ iA.. TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. 1 4 F- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if � fabrication,handling, necessary. i?Ft 1t..\- shipment end installation of components. 7, necessary. ssgn assumes adequate drainage is provided. r'1 6.This design is furnished subject to the nmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII IIII(IIII VIII IIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center nche. 9.Digits indicatesize oftplate in Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-t311,ESR-1988(MiTek) EXPIRES:12/31/2015 III mil This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-6=(-40) 99 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-162) 25 5.7=(-90) 209 5-3=( 0) 45 WEBS: 2x4 KDDF STAND 3-4=( -23) 30 3.7=(-215) 93 LOADING TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0.0' -57/ 344V -14/ 77H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -85/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.007" @ 2'- 3.8" Allowed = 0.170" '1 '1' MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.226' MAX LL DEFL = 0.000" @ 4'- 9.8' Allowed = 0.078' 12 MAX TL CREEP DEFL = 0.000" @ 4'- 9.8" Allowed = 0.105" 6.00 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 19i at time of manufacture. Design conforms to main windforce-resisting M-4x6 ') system and components and cladding criteria. o Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 411.1111111111111r- ____ Truss designed for wind loads �� 1111 in the plane of the truss only. 7CG CO 4 Iri mlIII c M-3x4 o O-3x4 M-3x4 M-3x5 1, yy ), 1, 2-03-12 0-01-12 2-04-04 1-02-04 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4,71 R,., PRp Fps JOB NAME : POLYGON 4-B NH - AJ2 5 (Na= � Scale: 0.5954 \ ,rte (j�jJ,}�' d WARNINGS: GENERAL NOTES,unless otherwise noted: �d • t- 1.Builder and erection contractor should be adWsed of all General Notes 1.This design is based only upon the parameters shown and is for an Individual f 92 !-E { Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters end proper 440101",,, 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. + 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/, . Po ty continuous sheathing such as plywood sheathing(TC)end/or drywall(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++ C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON SE Q ld any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- 'if ONS ALS. TRANS I D: 407654 design loads be applied to any component and are for"dry condition"of use. Q -7 j 4 2, "P 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 fabrication,handling,shipment and installation of components. Design ass '�1, A H �„ 7.Design assumes adequate e is provided. R!l b 6.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII it II VIII III I VIII VIII VIII(III(IIITPINVECA in BCSI,copies of which will be furnished upon request, 9.(Digits indicate sizejofnplate inrinlines. ches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18,BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 50 2.6=(-120) 198 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-266) 62 5.7=(-266) 424 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -52) 43 3-7=(-435) 273 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -56/ 381V -22/ 107H 5.50" 0.61 KDDF ( 625) 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 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 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" 5-11-01 MAX LL DEFL = 0.018' @ 2'- 3.8' Allowed = 0.254" T "( MAX TL CREEP DEFL = -0.026" @ 2'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.014' @ 4'- 9,8" MAX HORIZ. TL DEFL = 0.017" @ 4'- 9.8' 6.00 -f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. �)0 Design conforms to main windforce-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), r` load duration factor=1.6, M-4x6 a Truss designed for wind loads w in the plane of the truss only. "11111111111.111 miiiiiii0i1 ento 7 (x3 cO v/- m cD IN cD M-3)(4 o� 0 13x4 M-3x4 M-3x5 1, 4, y ), 2-03-12 0-01-12 2-04-04 1-02-04 y ), y 1, 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7,41 JOB NAME : POLYGON 4-B NH - AJ3 Scale: 0.5450 <.; !Cl (" WARNINGS: GENERAL NOTES,unless otherwise noted: 8/1 r- s' 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an Individual 7924 P E rand Warnings before construction commences. building component.Applicability of design parameters and proper ., Truss: AJ3 Incorporation of component is the responsibility of the building designer. +M" 2.2x4 compression web bracing must be installed where shown+, r ' �/ 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabiBty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le by wa"^� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal 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++ OREGON f¢ �1 4.No loed should be appNed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 17W S E Q. : 6 05 2949 fasteners are complete end at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, L/ 'R Q\ l � design loads be applied to any component and are for"dry condition"of use. 6Q 1 4 2 4 TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the ,Design assumes full at all supports shown.Shim or wedge if {) fabrication,handling,shipment and installation of components. necessary. �`'�y ` V P Po 7.Design assumes b el adequate drainage Is Provided. "r'1 R 1 Ly 6,This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111110111111111111111111111111111 TPIIWTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrusg lines coincide with indicate size jof plate inrin hes. Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/201.55 • 111011111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 9=(-476) 2794 9- 3=(-124) 981 14- 6=(-37) 153 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2- 3=(-3167) 585 9.10=(-411) 2348 3.10=(-884) 206 WEBS: 2x4 KDDF STAND 3- 4=(-1687) 349 10.13=(-209) 1469 10- 4=( 0) 297 LOADING 4- 5=(-1142) 303 11.12=( 0) 0 4-13=(-617) 187 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1150) 293 12.14=( -9) 51 12-13=( 0) 75 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1519) 311 14- 7=(-229) 1272 13- 5=(-137) 727 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 50 13.14=(-219) 1230 OVERHANGS: 12.0' 12.0" 13- 6=(-355) 157 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 0'- 0.0" -156/ 1038V -108/ 108H 5.50' 1.66 KDDF ( 625) 22'- 0.0" -156/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacino.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100' 11-00 11-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1 1 1MAX 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" T 1 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 12 IIM-4x4 's16.00 12 6.00 Q 6.00 MAX HORIZ. TL DEFL = 0.096" @ 21'- 6.5' 4.0" 5 4-1' NOTE:Design assumes moisture content does 0\ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-3x4 system and components and cladding criteria. 1111 M-3x4 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), � load duration factor=1.6, Truss designed for wind loads M-3x5 in the plane of the truss only. �O R) M-3x5 il,_ m 2. ' 10 0 13, c o w M-5x6 M-3x4 d„,,_ 11 12` 4 o O **2X WEDGE M-1.5x3 =1M-4x4 M-3x4 0 W/(2) M-3X4 TYP. M-5x8 ... i 4.00 12 b ), ), yy y y 2-05-08 4-01-08 3-10-08 0-06-08 5-00-02 5-11-14 J, ), y y y ), 1-00 2.05-08 8.00 y y 11-06-08 y-00 10-10-04 0-04-12 11-01-12 J, ; J, ), 1-00 22-00 1-00 ,daJOB NAME : POLYGON 4-B NH - BV3 Scale: 0.2512 .5<�tita PNEF�v1:0 `r/O ii 174 WARNINGS: GENERAL NOTES,unless otherwise noted: �t� *pr 0• c- 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an Individual ‘ ' .9 0 P E 1'"� Truss: BV3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ;,✓ 3.Additional temporary bracing to insure stebi4ty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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 "Illfr/r the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood aired ing(TCs and/or drywal C). ..0 cc DATE: 9/8/2014 P ty 9 3.In Impact bridging Iors hterel bracing required the reswhere shown++ -7L 4_QREGON ((f 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 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, �t �b,�� design loads be applied to any component. and are for"dry condition"of use. /Q -f p, 14 o TRANS I D: 407654 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if e fabrication,handling,shipment end installation of components. necessary. 1�+ 7.Design assumes adequate drainage is provided. b 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center upon lin s coincide with IIIIII II II VIII III I VIII VIII VIII IIII IIIII/WTCA in BCI,copies of whch will be MTITpe USA,lnc.S/CoRlpuTfus(Software 7.6.6(1 L)E request. 10.For basic connecoroplate design values see ESR-1311,ESR-1988(MiTek) / int center lines. 9.Digits indicate size of plate in inches. EXPIRES:12/31 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1.2=(0) 50 2.4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2.3=(0) 61 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 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,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacino.l REQUIREMENTS OF IBC 2012 AND IAC 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'- 8.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075' @ 4'- 4.8' Allowed = 0.467" MAX HORIZ, LL DEFL = -0.000' @ 1'- 10.9" 1 11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9' ,' f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 6.00177- 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. 3 -7, rk o co c,,,- 4- p� 0 1 �----4 M-3x4 y J, ), 1-00 IPRQVIDE FULL BEARING:Jts:2.3.4I 8-00 ,° PRO,t JOB NAME: POLYGON 4-B NH - BJ1 Scale: 0.6001 �5 so WARNINGS: GENERAL NOTES,unless otherwise noted: ! 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 Truss: BJ 1buildingcomponent.Applicability of designparameters and proper and Warnings before construction commences. W PPI ty 9 , P 2.244 compression web bracing must be installed where shown+• incorporation of component is the rem slbioty of the building designer. / 3.Additional temporary bracing to insure stadily during construction 2.Design assumes the top and bottom chords to be laterally braced at �t� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Woo,- .. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGUN I(/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052952 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, }, 'E� and are for"dry condition"of use. 4. -1-4. 1 4 C?� 1' design loads be applied to any and assumesnt. 6.Design assumes full bearing at all supports shown.Shim or wedge if J�.-1 ��. TRANS I D: 407654 5.CompuTrus has no control over and no responsibility for the necessary. ''f `"�7 f``1,,, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R B.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII SCSI, request. MTe SA,Inc/CompuT us Software furnished6.6(1L)E rcoonectjoint center Ines. UFcoincide of aobsite design values see ESR-1311,ESR-1988(MiTek) " EXPIRES;12/31/2015 IIII This design prepared from computer input by IIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF qt&BTR SPACED 24.0" O.C. 2.3=(-59) 61 TC,LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9' -149/ 139V OI OH 1.50' 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L1240, TL=LI180 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6' Allowed = 0.350' MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" 3-11-11 MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8' Allowed = 0.467" T f MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 notNOTE: esigexceedn19`tsatetime asums lofumanufacture. Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (' (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v O N CO O,,- 1111111111111111111111111111111111111111111111111111 p� �4 -/ o i M-3x4 y y 1, 1-00 (PROVIDE FULL BEARING:Jts:2,3.41 8-00 A,tO PRO4�,� JOB NAME : POLYGON 4-B NH - BJ2 Sale: 0 6001 ` %get '' ° 44 '19 WARNINGS: GENERAL NOTES,unless otherwise noted: t1: . O,p G r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual CC. Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be Installed where shown+, Incorporation of component Is the responsibility of the building designer. P 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction T o.c.and at 10'o.c.respectively unless braced throughout their lenggth by ' - /�' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). OREGON v,/ 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 appied to any component until slier all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7I SEQ. : 6052953 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1, Ali, 1 4 {�� design loads be applied to any component. and are ss"dry condition"of use. 6.Design assumes funon bearing u all supports shown.Shim or wedge if +�1v{� TRANS I D: 407654 5.CompuT us has no control over and assumes no responsibility for the necessary. lilt RIO' fabrication,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 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111111111111 which furnished upon request. M Te USA,Inc.fCompuTruS Software 7.6.6L)E lines0 1connector oaFFDigits basic plte des gn values see ESR-1311,ESR-1988(MITek) indicate size EXPIRES:12/31/2015 JIIIIIIIIIIIII This dFIC LesigMBER-BCn prepared from computer input by U LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.4=(0) 0 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9' -125/ 170V 0/ OH 1.50' 0.27 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 or no prefix) = LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) ( p CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 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 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 LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.078" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.105' MAX TC PANEL LL DEFL = 0.086' @ 3'- 2.2" Allowed = 0.395" MAX BC PANEL TL DEFL = -0.149' @ 4'- 1.4' Allowed = 0.467' 12 MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9" 6.0017 " MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9' NOTE:Design assumes moisture content does I not exceed 19% at time of manufacture. �� Design conforms to main windforce-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, o Truss designed for wind loads in the plane of the truss only. M O� a MIO � 1 I It�1 Q O M-3x4 y y 1-00 (PROVIDE FULL BEARING:Jts:2,3.41 8-00 y P JOB NAME : POLYGON 4-B NH - BJ3 Scale: 0.5751 c‘3,, l':„ NR,S9 O WARNINGS: GENERAL NOTES,unless otherwise noted: �4L.'J f!t*/1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .92•®'.f E t�"� Truss: BJ 3 and Warnings before construction commences, building component.Applicability of design parameters and proper /�/r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibiily of the building designer. Ale, _/''' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atr" DES. BY: LJ 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 4/r r continuous sheathing such as plywood shoed when C)and/or drywall(BC). /' " ' Q DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ V 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON tti SEQ. : 6052954 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, .� �� pN, design loads be applied to any component. and are for"dry condition"of use. //t TRANS I D: 407654 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 t� handing,shipment and Installation of components. resign assessary.umes s p411041,60911‘...- fabrication, l L i a.This design is furnished subject to the imitations set forth by 8.Design nshalt be located facesi oftruss,,and placed so their center 1int IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIl be furnished upo MITTmUSA,lnc./CompuTf S I,copies of iSoft ch IWSf6 7.6.6(1L)-En .6.6(1L)En request. 10.For basic coonnectors coincide with joplate design values see ESR-1311,ESR-1988(MiTek) center lines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF M18BTR SPACED 24.0" O.C. 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7' -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 of) 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 = 0.270" @ 4'- 9.1' Allowed = 0.544" 7-11-11 MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9' Allowed = 0.817" T 1' MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 12 -, MAX HORIZ. TL DEFL = -0.001' @ 7'- 10.9' 6.00 ' 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 v in the plane of the truss only. 0 4 m C.3/- NI- MI o ►/ 4►1 M-3x4 y ), ), 1-00 (PROVIDE FULL BEARING:Jts:2,4,3! 8-00 ��0,0 PRQFFS JOB NAME: POLYGON 4-B NH - BJ4 5� �,IN ,q,� s' Scale: 0.5376 X7/3/17' OI- WARNINGS: GENERAL NOTES,unless otherwise noted: �� ((]]rrrrffff 0 P E -5,,, 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an Individual �a2 0 0 P E Truss: BJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bredng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c,and at 10'o.s.such as ly unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing as ( ��" plywood in ere shown and/or drywall BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where sh ++ /, 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. "j7"' OREGON b W loadsSEQ. : 6052955fasteners are complete and at no time should any non- corrosive greeter than 5.Design assumes trusses are to be used In a nonorrosive environment, G. -� N A. design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the end are for"dry condition"of use. /- 1 4 2- ¢'^- TRANS I D: 4076546.Design assumes full bearing at all supports shown.Shim or wedge if -y fabrication,handling,shipment and Installation of components. necessary. ' V 7,Design assumes adequate drainage is provided. r� `'L," 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 VTPI/WfCA In BCSI,copies of which will be famished upon request. lines cdicawith jointfp ate in inches.9.Digits indicate size of plate In MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 1111 141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.5=(0) 0 BC: 2x4 KDDF /i1&BTR SPACED 24.0" O.C. 2.3=(-176) 116 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 KOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.7" -212/ 477V 0/ OH 1.50" 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 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" 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 TC 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 6.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting 0 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), load duration factor=1.6, v Truss designed for wind loads o u7 in the plane of the truss only. co o/- of- 5•-=:_44 -V 0 M-3x4 1-00 [PROVIDE FULL BEARING:Jts:2.5.3I 8.00 1-11-11 �ti,tt) PROt- JOB NAME : POLYGON 4-B NH - BJ5 Scale: 0.4665 11,// ` s'% WARNINGS: GENERAL NOTES,unless otherwise noted: 'f . a 9/' o E /-• 17 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual 7 [�I". and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BJ 5Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown v. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabilty during construction 2 o.c.end at 10'o.c.respectively unless braced throughout their length by NIP 4 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �r-P DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON !,C SEQ. : 6052956 4.No load should be appfed to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,/ W fasteners are complete and at no time should any loads greater than 5.Dealgn assumes trusses areto be used in anon-corrosive environment, E2 -'l� 0�� `� design loads be applied to any component. end are for"dry condition"of use. Q 1 4 `" TRANS I D: 407654 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 A Unecessary.seJHy`- V fabrication,handling,shipment and Installation of components. 7.Designlgn easumes adequate drainage Is provided. rl 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 1111 VIII 11111 11111 VIII(1111 11111 [III 1111 TPINVTCA In BCSI,copies of which wm be furnished upon request. 9 [ines Digits indicide ate sizejofnplate in center 10. p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 50 2-4=(0) 0 I BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-50) 15 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -76/ 301V -7/ 47H 5.50' 0.48 KDDF ( 625) 1'- 9.2' -29/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "Sc 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 = 0.003' @ -1'- 0.0' Allowed = 0.100' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" T - MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067' 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' 6.00 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, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. v 0 co v 111 o c, 2 411#1:210 -V M-3x4 ,1- ), , 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,31 PRoF JOB NAME : POLYGON 4-B NH - SJ1 c.: (." IN 6:.9,1 6:� si Scale: 0,7112 /q "17' O. WARNINGS: GENERAL NOTES,unless otherwise noted: 7' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual 4 .92,0 P E. { Truss: SJ1 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, ,f' 3.Additional temporary bracing to Insure stabikty during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �' tv. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /*�c� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON W' SEQ. : 6052958 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, w . �414" c\ �. design loads be applied to any component. and are for"dry condition"'of use. Q 14 2. Q� TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.and are "dry full bearing et all supports shown.Shim or wedge if [ili. yO-6fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R RIO- 6. .This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint aIn lines. 9.Digits oincide size of plate In Inches. MITBk USA,Inc./CompuTrus Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-69) 30 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -71/ 322V -14/ 77H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -44/ 94V 0/ OH 1.50' 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 nsfl uplift at 24 'oc spacing.) 6.00[7 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 BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050' 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" 0 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, 'Cr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M/- O C 111 CD O� 2�' 4►� M-3x4 1-00 2-00 1-11-11 1PROVIDE FULL BEARING;Jts:2,4.3( .,,<(.,9%-D PROS•ESs JOB NAME : POLYGON 4-B NH - SJ2 (Nf Scale: 0.8279 t? ``'`' %S/! ' O WARNINGS: GENERAL NOTES,unless otherwise noted: p ' 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an individual 4t' 7 92.}P E. c' SJ2 and Warnings before construction commences. building component.Applicability of design parameters end proper .r /!j/ Truss: SJ 2 Incorporation of component is the responsibiity of the building designer. '' " 2.2x4 compression web bracing must be Installed where shown i. 2.Design assumes the top and bottom chords to be laterally braced at rte. 3.Additional temporary bracing to Insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length plyby 141111 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as wood sheathing(TC)and/or drywall(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+* OREGON to 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. 37 _ SEQ. : 6052959 fasteners are complete and at no time should any loads greater then 5.Design assumes busses are to be used in a noncorrosive environment, G if A. TRANS I D: 407654 design loads be applied to any component and are for"dry condieon"of use. ,�}, 1 4 2.O 4 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge if f�^' Q fabrication,handling,shipment and installation of components. resign assumescessary. fig R t` P 7.Design adequate drainage is provided. r'1 t 4 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center 11111111111111111111 VTPIMfTCA in BCSI,copies of which will be furnished upon request. 9 lines indicate cide with sizejoint plate inrInches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0' O.C. 2.3=(-102) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for netj-5 psf) uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR 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" 6.00 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' 0 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. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t; load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co c,/- 4 11 0 o� 2 411110- 11 M-3x4 y y ), y 1-00 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2.4.3' JOB NAME: POLYGON 4-6 NH - SJ3 5����� pRQF�s_ Scale: 0.6611 �,cl (((///f�/ WARNINGS: GENERAL NOTES,unless otherwise noted: kr Vf /9 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' =92111$r E r" Truss: SJ 3 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. Y" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 . DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.end at 10'o.c.respectively unless braced throughout their length by �,f. , pro N continuous sheathing such as plywood sheathing(TC)and/or drywall(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++ OREGON `,� 4.No bad should be appied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. �✓ SEQ. : 6052960 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, L. �f,� �N� A.. design loads be applied to any component. end are for"dry condition"of use. 1 4 �,. 1.•� TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If 1i T fabrication,handling,shipment and installation of components. Design assumes �y H t V g. P Po 7.Design adequate drainage is proWded. �'i 7-y 1 8.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center 11111111111111111 TPIMfTCA In BCSI,copies of which will be furnished upon request. Digit dicaw joint acenter lines. 9.Digits coincideindicate size of plate in inches. ❑CS MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 1E 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2-5=(-42) 57 3.5=(-209) 152 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(-87) 72 WEBS: 2x4 KDDF STAND 3.4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0' -79/ 425V -28/ 86H 5.50' 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.2' -32/ 276V 0/ OH 5.50" 0.44 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �COND. 2: Design checked for nett-5 oaf) uplift at 24 'oc spacin0.� M,M2OHS,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 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" f 1' T 12 MAX HORIZ. LL DEFL = 0.000' @ 6'- 5.5' 4.00 D MAX HORIZ. TL DEFL = 0.000' @ 6'- 5.5' NOTE:Design assumes moisture content does not exceed 19`s at time of manufacture. M-1.5x3 4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. WIE 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=l.6, Truss designed for wind loads in the plane of the truss only. tr0 N LC 03 --.1.11111111111111111111111111111111111111 ��CD 11,1� 0 2�� PE E45 M-3x4 M-1.5x3 , J, ), 6-05-08 0-03-12 J, y ), 1-00 6-09-04 ,„„t l PR OF..S JOB NAME : POLYGON 4-B NH - Cl Scale: 0.5738 ,cza,,`(ty[}/,INE. `P44 WARNINGS: GENERAL NOTES,unless otherwise noted: �� Vf�' ��" c Cl1.Builder and erection contractor should be advised o1 all General Notes 1.This design Is based only upon the parameters shown and is for an individual =7 Z•/P G Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper /rte/ 2.2x4 compression web bredng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: LJ 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 Is� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1_Iii.' 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.Installation of truss Is the responsibility of the respective contractor. -7, OREGON 40 SEQ. : 6052961 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 2.c design loads be applied to any component and are for"dry condition"of use. Q. 1 4 TRANS I D: 407654 5.compuTrus has no control over and assumes no responsibility for the e•Design assumes lull bearing at all supports shown.Shim or wedge if �y fabrication,handling,shipment and installation of components. necessary. -.4 R R I` ` V 7.Design assumes adequateondrainage iso provided. +l 44 6.This design Is furnished subject to the Amitetiorre set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII 11111 VIII(III 11111 (III(III TPIMfTCA in BCSI,capias of which wig be furnished upon request. 9.(Digitcoincide ndlcate sizejoint plate incenter inches. - MITek USA,Inc,/CORIpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1a88(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2-5=(-42) 57 3-5=(-210) 155 BC: 2x4 KDDF 111&BTR SPACED 24.0' O.C. 2.3=(-88) 75 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 6'- 9.2" -32/ 277V 28/0/ 87H 5.50" 0.68 KDDF OH 5.50' 0.44 KDDF ( 625 ) LL =25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 onfl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100" M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003' @ -1'- 0,0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.121' @ 3'- 5.2" Allowed = 0.386" 6-05-08 0-03-12 3 12 MAX TC PANEL TL DEFL = -0.159" @ 3'- 5.3" Allowed = 0.580" MAX HORIZ. LL DEFL = 0.000' @ 6'- 5.5" 12 4.00 D MAX HORIZ. TL DEFL = 0.000' @ 6'- 5.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting 3 4 system and components and cladding criteria. A Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -.'''dllllIl1lldlllllllllIll1Il load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 N U, III ME 0')/- 2 ►115 -/ 0 M-3x4 M-1.5x3 y 1, ), 6-05-08 0-03-12 1, /, ,1 1-00 6-09-04 `\t,° PROEM JOB NAME : POLYGON 4-B NH - Cl GE Scale: 0.5738 `gi44 g/lc 'a$9 WARNINGS: GENERAL NOTES,unless otherwise noted: . i FJ E 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C 1 GEIncorporation of component is the responsibility of the building designer. 2.2z4 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 le th by rwa 40 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC). j,C DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ `, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �;OREGON� �. SEQ. : 60529 62 fasteners are complete and at no time should any loadsnon- corrosive greater than 5.Design assumes trusses are to be used in a environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the e' arssumes o n bearing at all supports shown.Shim or wedge If /Q �y1r`�� t t��,t* fabrication,handling,shipment and installation of components. 7.Design necessary.umes adequate drainage Is provided. n�1 L.\''' 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINJfCA in BCSI,copies of which will furnished upon request. Tangs coincide with joint centerche. 9.Digits ndsize of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1686(MiTek) EXPIRES 12/31/2015 11111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 36 2-5=(-33) 36 3.5=(-160) 124 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2.3=(-67) 47 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0' -74/ 369V -21/ 67H 5.50' 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.2' -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=1/240, 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" 4-11-08 0-3-1 2 MAX TC PANEL LL DEFL = 0.040' @ 2'- 10.2' Allowed = 0.281" MAX TO PANEL TL DEFL = -0.045" 8 2'- 8.2' Allowed = 0.421' 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.5' 4.001 MAX HORIZ. TL DEFL = 0.000' @ 4'- 11.5' NOTE:Design assumes moisture content does not exceed 19'e at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i .1 II 'gill load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 N IE lit) c) -Irlm cm cm./- 2� ►�5 M-3x4 M-1.5x3 y J, 1, 4-11-08 0-03-12 1, J, 1-00 5-03-04 �c ,D PRDFes JOB NAME : POLYGON 4-B NH C2 Scale: 0.6026 1�/Q1t/�.J(N, `r' WARNINGS: GENERAL NOTES,unless otherwise noted: V'n' `� F C -1�,,,, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4. .92$4 t-..G Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper �/Af 2.2x4 compression web bracing must be Instated where shown+, incorporation of component is the responsibility of the building designer. ,/° 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �ra�Irr. DES. BY: LJ 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 e A�/a�^ DATE 9/8/2014 responsibilitybuilding g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure is the res onsibili of the designer. 3.2x impact bridging or lateral bracing required where shown++ SE /1 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. "Ir OREGON 44, SE Q. : 6052963 fasteners are complete and at no lime should any loads greater then 5.Design assumes trusses areto be used in a non-corrosive environment, G A,b'' As. design loads be applied to any component. and are for"dry condition"of use. /� .1 y 1 4 t�Q �•t., TRANS I D: 407654 6.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling, necessary. 441 .h IL shipment and installation of components. 7, necessary. assumes adequate drainage Is provided. R 1• 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III IIIIII VIII VIII IIII ill TPI/WTCA in BCSI,copies of which will be furnished upon request. gindicate with joint ate in lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITak) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2.5=(-33) 36 3-5=(-161) 127 BC: 2x4 KDDF #1&BTA SPACED 24.0' O.C. 2.3=(-70) 50 WEBS: 2x4 KDDF STAND 3.4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'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 SO.IN. (SPECIES) 0'- 0.0' -72/ 368V -21/ 68H 5.50" 0.59 KDDF ( 625) OVERHANGS: 12.0' 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 3.2" -25/ 213V 0/ OH 5.50" 0.34 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 4 11-08 0-03-12 MAX TC PANEL LL DEFL = 0.039" @ 2'- 10.2" Allowed = 0.281' MAX TC PANEL TL DEFL = -0.044' @ 2'- 8.2" Allowed = 0.421" 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.5' 4.0017 MAX HORIZ. TL DEFL = 0.000' @ 4'- 11.5" 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 ., HIWind: 140 mph, h=20ft, 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 m f7IIM1. o� 2 ►'5 -/ 0 M-3x4 M-1.5x3 y 1- 1, 4-11-08 0-03-12 1> 1, 1-00 5-03-04 �9 © PROp JOB NAME : POLYGON 4-B NH - C2 GE Scale: 0.6026 , ' '.7145///7 o WARNINGS: GENERAL NOTES,unless otherwise noted: f1d4 . �� �/" 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 : =92X0 P E r Truss: C2 GE and Warnings before construction commences. building component.Applicability of design parameters and proper //K" 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length byrr po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'" DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracingbrequired uired wherepshown++ � OREGON 1, �v/� 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052964 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, �,, o� ,� design loads be applied to any component. end are for"dry condition-of use. !' 1 4 TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at ah supports shown.Shim or wedge if �P fabrication,handling,shipment and installation of components. Designnesary. 4/tRRIL\-, P Po 7. latesassumescaeduonedthi faceisf truss,e. 6.This design is furnished subject to the pnitations set Mrth by 8.Pletea shall be located on both faces of truss,end placed so their center II 11111 VIII VIII VIII VIII VIII VIII 1111 IIII TPINJTCA In SCSI,copies of which will be furnished upon request. lines coin icat with Joplate center tines. p ( ) 9.Digits indicate size of in inches. 10. MiTek USA,Inc./CompuTrus UTfUS Software 7.6.6 1L-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)R ES:12/31/2015 MAY /G16 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. �w� / 29f 1 • F zMR S. Ca Digital Signature F 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. MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL12-211 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 Washington is August 1,2014. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. -e of WASff, 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. Y Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370856 PL12-211_UPPER FG FLOOR TRUSS 1 1 Job Reference(ootional). 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:Fz9QzgfDnT1 tgjap2TkUzyPYh=ITFUeM2nJD7JzVh5RfMDdGrkHxontoJdkfZUKZyPYRd I 100 I 11 12 I I 1-2-0 110-100 I 5m1 1:36.3 1.513 II 1.5X3 II 1.5X3 II 1.54 II 1.543 II 1.543 II 1.543 II 1.54 II 346 FP= 1.543 II 445= 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 e mr e- ► 34 33 32 31 30 29 26 27 26 25 24 6>- 346= 346= 346 FP= 345= 1.543 11 34= 345= 345= 345= 446= 346= 1.543 SP= 34= B-11-12 1 7-P-19p.4.19II 21-0-19 I 7-9-12 0.7-0 0.7-0 12-10-0 Plate Offsets(X.Y)' L1:Edge.0-1-81.[8:0-1-8.Edge].[29:0-1-8.Edge] LOADING(psi) SPACING 1-0-0 CSI DEFL in (loc) 1/defl Ud 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 ,a, S.T 1 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, pti 6 28-29=0/3688,27-28=0/3833,26-27=0/3721,25-26=0/3380,24-25=0/2797, Q (T's ASa ji,4, 23-24=0/1035 (...' 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, 8-31=-734/0,21-23=-1410/0,21-24=0/1282,19-24=-1187/0,19-25=0/455, 16-25=-362/0,16-26=0/285,10-29=-496/46 NOTES *t 1)Unbalanced floor live loads have been considered for this design. 44 30496-Q w 2)All plates are 3x4 MT20 unless otherwise indicated. 4' '/STt , 3)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. v` �X 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 t''NAL 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). ,(,3 PR Ofit`9iP LOAD CASE(S) Standard G?� (A N 'sR %Q 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 <br -y Uniform Loads(p11) 6:./.e=E r Vert:23-35=-5,1-22=-50 / / Concentrated Loads(Ib) , Vert:19=-468(F) j°03'. r 1' rk. �`* OR O ,c) 9 S-l‘ 4. Digital Signature ( EXPIRATION DATE:06/30/14 October 26,2012 B _ a AWARNING-YcrofSt design parameters mad READ NOTES ON THIS AM)INCLUDED MTEK REF PAGE NU-773 BEFORE USE Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component." Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the respornibillity of the Mi lT ek* erector.Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Quality cdfeda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber Is specified,the design values are these effete e MI/2642 by ALSO or proposed by SPIE. ti 1 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_-ngptri3Q4XFAbfGH?MtSATNtsL5TcDfmzJJ1 sOyPYRc 1 2-0-0 I 2-0-0 II 2-0-0 1 1-5-4 II 1-2-0 II 18-8 II 1-9-0 1 Scale=1:37.3 1.54 II 1.5x3 II 3x8= 1.54 II 3x4= 1.5X3 II 354= 1 54 II 3r4= 356 FP= 314= 1.54 II 3x8= 1.553 II 1 2 3 4 5 8 7 8 9 10 11 12 13 14 .� 22 21 20 18 18 17 16 ^' 354= 3510= 3x6 FP=354= 1.5x3 II 355= 34= 3x10= 3x4= 36 SP= 8-11-12 I 7-5-12 P.A-091 I 71-9-15 1 7-9-12 0-7-0 0.7-0 12-10-0 Plate Offsets(X Yl: [6:0-1-8.Edge1.120:0-1-8.Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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[nor 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=-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 , 'c1Z S.T) 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, 1r 11-17=0/801,8-17=459/0,8-18=0/287,6-18=-211/639 4 - 's\ASI-j14r }T A.S NOTES ��, 'rte 0 1)Unbalanced floor live loads have been considered for this design. ti 4— 0-, of- 2) 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. --'I 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 be attached to walls at their outer ends or restrained by other means. .r; ? 4k 30496 LOAD CASE(S) Standard FOIST$—' �' �,S'-IONALV-fit 144 -7 1%1 f- 7 OR =O ,eco 11A, 4. G� :.E Digital Signature EXPIRATION DATE:06130/14 I October 26,2012 e e ®WARNING-Verij)design payers anti READ NOTES ON 77115 AND INCLUDBD!E1E7f REFERENCE PAGE NTI.747T BEFORE USE. . Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. 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 k*M[Te erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaBly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Souther Piste(SP or SPp)hunter is specif ed,the design values are those effective Catti2012 by AL SC or proposed by SPIE. 0 f 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. Fri Oct 26 10:06:32 2012 Page 1 ID:Fz9QzgfDnlT1tgjap2TkUzyPYh_FsNF3242rgN1DorTZ4Ohihw4LkStLj3wCz2bOSyPYRb I 2-6-0 f 1 - 25-4 11 1-2-0 II 1-6-0 I Sale.1:31.3 1.53 II 3x6= 1.553 II 354= 1.553 II 354= 1.553 II 356= 1.5,3 II 1 2 34 5 6 7 8 9 e ry • a � o \� n 1 14 13 12 11 304= 358= 1.5x3 II 3g4= 358= 354= 9-1-4 1 7-9-12 18+12 rtt-1211 18-4-4 -. 7-9-12 0.7.0 0-7.0 93.0 ala Plate Offsets(X.Y): [4:0-1-8.Edge].[12:0-1-8.Edge] _ LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 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!nor YES WB 0.63 Horz(TL) 0.07 10 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:81 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 (lb/size) 15=802/0-4-4 (min.0-1-8),10=802/0-4-8 (min.0-1-8) FORCES (lb)-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 S. NOTES A� 1 , C 1)Unbalanced floor live loads have been considered for this design. ' Civ WASki l- 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 A.‘"' is 0, to be attached to walls at their outer ends or restrained by other means. no 4 k` Z' LOAD CASE(S) Standard r et `SiONALV,rS �Rtt3 PR Opp6:51 ir":, el i 0 I IlVa) / . W,. ,s?) fit s.l‘t' Digital Signature EXPIRATION DATE:06/30114 1 October 26,2012 4 I ®W -Venn design parameters and READ NOTRE ON TIES ABB L CLiUDRD 187TEK REFERENCE PAGE sur-747a BEFORE[ � �' Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M-Tek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Quaiiiy 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 Southern Pine(SP or SPp)lumber is specified,the design values ere those effective 1/2012 by ALSC or proposed by SPIE. 1 Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370859 PL12-211_UPPER FT3 Floor Truss 7 1 Job Reference(ootionall Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Oct 26 10:06:33 2012 Page 1 ID:Fz9QzgfDnIT1 tgjap2TkUzyPYh_-2wdGN4gc8VugyQg6nvwFuTFP8pU4AX3Rdo8wuyPYRa I 26-0 I I 2-5-4 II t-2-0 II 1-34 I Scale=1:31.0 1.583 II 34= 1.583 II 384= 1.583 II 384= 1.583 11 316= 1.583 11 1 2 34 5 6 7 8 9 e e 1.' 14 /3 12 11 10 314= 388= 1.583 II 3x4= 388= 384= 9-1-4 1 7-9-12 18+12 P-11-121 I 18-1-8 1 7-9-12 0.7.0 0-7-0 9-0-4 0-1.0 Plate Offsets(X.Y): [4:0-1-8.Edge].[12:0-1-8.Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 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/TPI2007 (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&Btr 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=0/1217,414=-770/0,8-10=-1833/0,8-11=0/1222,6-11=-568/0,6-12=-227/340 � S1k S.TA/ 1)NOTES Unbalanced floor live loads have been considered for this design. -St" Ov WAS& 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 ANSI/TPI 1. it i� . ,2 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 SC 1_ 1-' to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard .r ,' 3. 444 7 16:-.i> r t- f . • ORE 4 • Digital Signature EXPIRATION DATE:06/30/14 October 26,2012 6 _ t ®WARNING-Ferri—design parameters and READ NOTES ON THIS AND INCLUDED/IUTEFf REFERENCE PAGE 1411-7471 BEFORE/TSB. Design valid for use only with Mack connectors.This design is based only upon parameters shown,and is for an individual building component. " Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaBly 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 Southern Pine(SP or SPp)lumber is specified,the design values ere dame effective fl 12{Yt2 by ALSC or rampaged by 5P18, t Job Truss Truss Type Qty Ply POLYGON 4ABC 11/2012 R35370860 PL12-211_UPPER FT4 Floor Truss 1 1 lob Reference(optional) Pacific Lumber&Truss Co.,Hillsboro,Ore 7.250 s Aug 25 2011 MTek Industries,Inc. Fri Oct 26 10:06:33 2012 Page 1 ID:Fz9QzgfDnIT1 tgjap2TkUzyPYh_j2wdGN4gc8VugyQg6nvwFuTlb8td4Ay3Rdo8wuyPYRa 2-2-12 I I 2-6-0 Scale.1:21.7 1.553 II 1.5X3 II 1.5X3 II 3.5 1 2 33x4 4 5314= 6 e • .e u o _ 4 • 9 e e 1 9358= 83x8= 'Cr" 1.553 II 354= I 12-8-12 12-8-12 l LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/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!nor YES WB 0.59 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (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(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 (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=-1668/0,45=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 �\, R S.TZ'G 1)Non Standard bearing condition. Review required. 4 O'WAS/I, 4, 2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ti� -s. .? 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-104(0.131"X 3")nails. Strongbacks ,i;; v 0 to be attached to walls at their outer ends or restrained by other means. (n I 2 LOAD CASE(S) Standard „Cb` -p 4 30496 S`r1ONrALt'- Open -5,01 G ' �� 'o,Scma t-- <-,1 / OREt A s.1.‘N Digital Signature 1_ EXPIRATION DATE;06/30/14 October 26,2012 1 AlWARNINO-Vertfli destgs parameters awl READ NOT1Ei5 ON TINS AND INCLUDED METER REFERENCE PAGE 167-7473 BEFORE[&5E. Y — � Design valid for use only with MTek connectors.This design B 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 MI 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/TPI1 QuaBly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is sped.the design valuer,ore those effective 1121}12 by ALSC or proposed by SPf8. , Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury MEEDimensions are in ft-in-sixteenths. Ink Apply plates to both sides of truss1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 2 3 diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves Q-1/16 4 may require bracing,or alternative Tor I MillEff ix bracing should be considered. O _ 3. Never exceed the design loading shown and never r 6(c`,:=1:3 stack materials on inadequately braced trusses. U U a 4. Provide copies of this truss design to the building c6-7 c5-6 O designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-la' 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 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint l This symbol indicates the 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. Dee environment trusses will llbe s ANSI/TPI protected from tCHORDS AND WEBS ARE IDENTIFIED BY END JOINT 1 *Plate location details available In MITek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. 9. Unless expressly noted,this design is not applicable for PRODUCT CODE APPROVALS PLATE SIZE use with fire retardant,preservative treated,or green lumber. 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 1 988 7, camber for dead load deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that specified. i� Indicated bysymbol shown and/or SYP represents current/old values as published �i Y 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. BEARING (2x4 No 2 and lower grades and smaller sizes), 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 Indicates location where bearingsapproval of an engineer. (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved f 17.Install and load vertically unless indicated otherwise. ® reaction section indicates joint 1/4 number where bearings occur. � o 18.Use of green or treated lumber may pose unacceptable Min size shown is for crushing only. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: WI 19.Review all portions of this design(front,back,words ANSI/TPII: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. 11'e 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.09/04/2012