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Plans (79) \\.STS:.\ - oc c- ��t i S CP.k\C \SAS 7-c--(2- . lo MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-333_UPPER Fax 916/676-1909 POLYGON 4D 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:R42899364 thru R42899371 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. "(51 o PRo 'ss �c�co �NGINF� /0� 87022PE f y - OREGON q? 4./N lb AMBER A'� 40 ©S A. HE? P EXPIRES:06/30/2015 September 26,2014 Hernandez,Marcos 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. Job Truss Truss Type Qty Ply POLYGON 4D R42899364 PL14-333_UPPER FG2 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:46 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-g_aRV3r11B6MtQF6nDjA3VHglu4Z0nIUpGGeZiyaOTZ 1-8-0 1 3x4 II 2 3x4= 3 3x4 II Scale=1:8.7 • • O b 5♦ 3x6= 3x6= 3-10-0 I 3-10-0 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=985/0-5-8 (min.0-1-8),4=985/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=-373/0,3-4=-373/0 BOT CHORD 4-5=0/1038 WEBS 2-4=-1201/0,2-5=-1201/0 NOTES- 1)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. 2)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-5,1-3=-545(F=-495) CD 0,G(NE . 87022PE (i> y-7 "0/., OREG•N ff'O AMBWN ER 1 OS A HEV1P EXPIRES:(16/30/2015 September 26,2014 t t ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NII-7473 sec I/29/2014 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI 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 1f Southern Pine{SP1 lumber is specified,the design values ate those effective 06/01)2013 by ALSC Job Truss Truss Type Qty Ply POLYGON 4D R42899365 PL14-333_UPPER FG FLOOR GIRDER 1 1 Job Reference(ootiona) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:45 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh=Co03Hjg7 t VFGgwDWCxXlkb?Ue4HEXKacW51Gya0Ta 1 1-0.0 1 1 1-2-4 I I 1-2-0 110-11-8 I Scale=1:37.2 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 3619 20 21 22 • • ID p ®- 0 0 0 0 0 _ 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 3x6= 3x6 FP= 3x5= 3x4= 3x5= 3x5= 3x5= 3x5= 4x6= 3x4= 3x5= 8-11-12 I 7-9-12 &-4-121 21-0-12 I '0 7-9-12 -7-05-7-0 I 12-10-0 Plate Offsets(X,Y)- 18:0-1-8,Edge1,129:0-1-8,Edgel LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.35 28-29 >743 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.55 28-29 >475 360 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.08 23 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=989/0-4-8 (min.0-1-8),35=672/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1250/0,3-4=1250/0,4-5=-2261/0,5-6=-2261/0,6-7=-3001/0,7-8=-3001/0, 8-9=-3522/0,9-10=-3522/0,10-11=-3901/0,11-12=-3901/0,12-13=-3898/0, 13-14=-3898/0,14-15=-3678/0,15-16=-3678/0,16-17=-3231/0,17-18=-3231/0, 18-36=3231/0,19-36=-3231/0,19-20=-1885/0,20-21=1885/0 BOT CHORD 34-35=0/656,33-34=0/1785,32-33=0/2672,31-32=0/2672,30.31=0/3522,29-30=0/3522, 28-29=0/3794,27-28=0/3931,26-27=0/3815,25-26=0/3465,24-25=0/2784,23-24=0/980 WEBS 2-35=-919/0,2-34=0/832,4-34=-749/0,4-33=0/667,6-33=-576/0,6-31=0/460, 8-31=-770/0,21-23=-1372/0,21-24=0/1268,19-24=-1258/0,19-25=0/627,16-25=-328/0, 16-26=0/297,10-29=-511/48 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 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. 4)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. ��0,1 1 P R(),c-- The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,,...§,0 .,t•\GINE . ' LOAD CASE(S) Standard �`-c. 870 2PE 9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-35=-5,1-22=-50 Concentrated Loads(Ib) (ncV Vert:36=-468(F) -7 <C‘-$, OREGO / � �O o 'A0 SER 1,� EXPIRES:06/30/2015 September 26,2014 1 , A WARNING-Verity design parameters and READ NOTES ON MIS AND INYIUDED hfIIEKREFERENCE.PAGE 1411-7473 rex 1/29/2014BEFOR£USE Design valid for use only with Wick 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 !Ariel('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 Quality Criteria,DSB-89 and BCSI 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}lumber is specified,the design values are those effective 0£/01/2013 by AUL Job Truss Truss Type Qty Ply POLYGON 4D R42899366 PL14-333_UPPER FT1 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:47 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-8A7piOrN WJEDVapI LxEPcjpv7H I RI60d2w?B58ya0TY 1 2-0-0 1 2-0-0 I I 2-0-0 1 1-5-4 1 1 1-2-0 II 1-8-8 ii 1-9-0 1 Scale=1:37.2 3x8= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 -141% N ilc,, NI e 23 22 21 20 19 18 17 16 15 3x4= 3x10= 3x6 FP= 3x5= 3x6= 3x10= 3x4= 3x6 SP= 3x4= 8-11-12 7-9-12 8-4-121 71-9-12 0 7-9-12 '-7-0 b-7-0 I 12-10-0 Plate Offsets(X,Y)— r6:0-1-8,Eduel,120:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 15 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) 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 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, 11-17=0/801,8-17=-459/0,8-18=0/287,6-18=-211/639 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 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. LOAD CASE(S) Standard k,Co AG!NE •-9 /02 870 2PE r9r 7 tP ,N N A�, OREGON rl�Otv '5)0 S.ER \1 EXPIRES:a6/30/2015 September 26,2014 4 4 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEfr REFERENCE PAGE P411.7413 mg,I/29/2014 BEFORE USE Design valid for use only`ith 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/SP11 Quality Criteria,DSB-89 and BCSI 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}lumber is specified,the design values ate those effective Ob/01/2013 by ALSC Job Truss Truss Type 'Qty Ply POLYGON 4D R42899367 PL14-333_UPPER FT2 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:48 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh=cNhBwks0HoM47kOVueme8wM6nhfZUbXmGalldbya0TX 2-6-0 I 1 1-40 11 1-2-0 II 1-0-12 1 Scale=1:33.7 1.5x3 II 3x8= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x8= 1.5x3 I I 1 2 3 4 5 6 ///`7 8 9 10 [..-yL" N I / ///` 44441444444444141119 e • e e / e ►_ 1. 15 14 13 12 1 3x4= 3x8= 3x4= 3x4= 3x8= 3x4= 9-9-8 10-6-0 I 9-1-0 9-F18 10-4-81 I 19-3-12 1 9-1-0 0-1-8 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— 113:0-1-8,Edgel,114:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.31 14 >751 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.48 14 >480 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=844/0-4-8 (min.0-1-8),11=844/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3086/0,3-4=-3086/0,4-5=-3857/0,5-6=-3857/0,6-7=-3857/0,7-8=-3085/0,8-9=-3085/0 BOT CHORD 15-16=0/1825,14-15=0/3739,13-14=0/3857,12-13=0/3740,11-12=0/1824 WEBS 2-16=-1970/0,2-15=0/1360,4-15=-705/0,4-14=-160/431,9-11=1969/0,9-12=0/1361,7-12=-708/0,7-13=-154/436 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 4��Ep PRQF- 61n �cNOINEF (2* 8 * 2PE / c" y cx,"1, OREGO c OA $ MrER 1\ \- OS P. A. HETI EXPIRES:030/2015 September 26,2014 4 t ®WARNING-Verify design parameters and READ NO TES ON IRIS AND INCLUDED KEIEK REFERENCE PAGE KII-7473 rex 1/29/2014 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. , Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI 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 1f Southern Pine 4SPl lumber is specked,the design values are those effective 0&/01/2413 by ALSC Job Truss Truss Type Qty Ply POLYGON 4D R42899368 PL14-333_UPPER FT3 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:48 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh_cNhBwks0HoM47kOVueme8wM6whgDUcemGalldbyaOTX 2-6-0 1 2-5-4 - II 1-2-0 - ii 1-34 1 Scale=1:31.6 1.5x3 11 3x6= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 11 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 0 N • .. O O O •.V 9 N 1 14 13 12 11 10 3x4= 3x8= 1.5x3 I I 3x4 = 3x8= 3x4= 8-11-12 1 7-9-12 13-4-121 9-1-14 18-1-8 I 7-9-12 0-7-0 0-7-0 9-0-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edgel,(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 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:80 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=791/0-4-4 (min.0-1-8),10=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2824/0,3-4=-2824/0,4-5=-3381/0,5-6=-3381/0,6-7=-2830/0,7-8=-2830/0 BOT CHORD 14-15=0/1697,13-14=0/3381,12-13=0/3381,11-12=0/3356,10-11=0/1698 WEBS 2-15=-1832/0,2-14=0/1217,4-14=-770/0,8-10=-1833/0,8-11=0/1222,6-11=568/0,6-12=-227/340 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,��Ep PRQFF0,v ��c ' �NOI N E . /02� 87022P/ r" - A�, OR GON (.1\:/././t OS A. HEN"' EXPIRES:W/30/2015 September 26,2014 4 f ®WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED WIERREFERENICE PAGE WI-7473 rex I/29/2014 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 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/TPI1 Quality Criteria,DSB-89 and BCSI 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 ISP)lumber is spec died,the design values are those effective 08/01/2013 by ALSO Job Truss Truss Type Qty Ply POLYGON 4D R42899369 PL14-333 UPPER FT4 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:49 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-4ZFZ74te26UxktzhSMHth8vGx51 pD7QwVDUTA1 yaOTW 2-6-0 I I 2-5-4 I I 1-2-0 11 1-0-0 1 Scale=1:22.1 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 H 1 2 3 4 5 6 7 e I. w 9 — —z— N O _ O N e- e 6 e 12♦ 11 10 9 3x4= 3x4= 3x6= 1.5x3 II 3x4= 9-1-4 1 7-9-12 1 8-412 18- 11-12 I I 128-12 I 7-9-12 0-7-0 0-7-0 0-4-83-7-8 Plate Offsets(X,Y)— 14:0-1-8,Edgel,(9:0-1-8,Edciel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.11 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 10-11 >905 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IRC2006ITPI2002 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=554/0-4-4 (min.0-1-8),8=554/0-4-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1691/0,3-4=-1691/0,45=1502/0,5-6=-1502/0 BOT CHORD 11-12=0/1116,10-11=0/1502,9-10=0/1502,8-9=0/1137 WEBS 5-9=-283/0,2-12=1205/0,2-11=0/621,4-11=-115/315,6-8=1227/0,6-9=0/593 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ��� c PRQ/ �c\� �NG'NEFRCR2 ` . 87022PE y '0•, Or EGON tii Olin -A 4)14 �'y13ER 1\ OS HER1P EXPIRES:06/30/2015 September 26,2014 t , A WARNING-Verify design parameters and READ ROLES ON MIS AND INCLUDED MIIEK REFERENCE PAGE MII.1473 rev.1/29/2014 BEFORE USE l 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/TPI1 Qualify Criteria,DSB-89 and BCSI 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 Pure(SP}lumber is specked,the design values are those effective 06/03/2013 by ALSO Job Truss Truss Type Qty Ply POLYGON 4D R42899370 PL14-333_UPPER FT5 Floor 2 1 Job Reference(option] Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:49 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-4ZFZ74te26UxktzhSMHth8vlx5?4D2_wVDUTA1 yaOTW I 2-6-0 I 1 1-1-8 11 1-2-0 II 1-0-12 1 Scale=1:33.3 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I1 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • N / O _ O O 1_ O • \ N ' 9 Oe 166 15 14 13 12 3x4= 3x8= 3x4= 3x4= 3x8= 3x4= 9-7-0 10-3-8 I 8-10- 0-2-011 19-1-4 1 8-10-8 0-1-8 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— 113:0-1-8,Edael,114:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.29 13-14 >775 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.46 13-14 >497 360 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- I TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=835/Mechanical,11=835/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3040/0,3-4=-3040/0,4-5=-3773/0,5-6=-3773/0,6-7=-3773/0,7-8=-3040/0,8-9=-3040/0 BOT CHORD 15-16=0/1802,14-15=0/3672,13-14=0/3773,12-13=0/3673,11-12=0/1802 WEBS 2-16=-1946/0,2-15=0/1336,4-15=-682/0,4-14=-164/412,9-11=-1945/0,9-12=0/1336,7-12=-683/0,7-13=-163/414 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard t��c J P R.Q �5 �N N�F'5 ra4-__. `� 87022PE 9I / cn „v y SAT OREGO `tip �N 'A0 �M13ER \\ \p OS A. HEr` EXPIRES:110/2015 September 26,2014 A l ®WARNIMII-Verify design parameters and READ NOTES ON MIS ASD 1NaUDED M17EK REFERENCE PAGE P111-7473 reit 1/29/2014 6E/OREUSE 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/IPII Quality 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)ftuntter lisps-sifted,the design values are those effective 06101/1013 try AMSC Job Truss Truss Type Qty Ply POLYGON 4D R42899371 PL14-333 UPPER FT6 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:50 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-YIpyKQuGpQcoM1 YtO3o6ELRSJVMpyWy3ktEsiTyaOTV 1 2-0-0 I 1 1-10.0 ii 1-2-0 ii 1-0-12 1 2-6-0 I I 2-6-0 2-6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a B B 16 15 14 13 12 3x4= 3x8 = 3x4= 3x4 = 3x8= 3x4= I 8-2-8 18-9-819-4-81 18-3-12 I 8-2-8 0-7-0 0-7-0 8-11-4 Plate Offsets(X,Y)— 113:0-1-8,Edgel,114:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.25 13 >880 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 13 >564 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.06 16 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=800/Mechanical,11=800/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2473/0,3-4=-2473/0,4-5=-3463/0,5-6=-3463/0,6-7=-3463/0,7-8=-2870/0,8-9=-2870/0 BOT CHORD 15-16=0/1420,14-15=0/3139,13-14=0/3463,12-13=0/3416,11-12=0/1718 WEBS 2-16=-1591/0,2-15=0/1179,4-15=-746/0,4-14=-3/579,9-11=-1854/0,9-12=0/1244,7-12=-590/0,7-13=-205/360 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard •s<o? PRQ1 tcN5 ., I NEFi /02 87022PE 9 / yin �,(V SAT OREGON c$ V��' ,AC, AMBER 4\ sr Op, ' A. HE� P EXPIRES:06/30/2015 September 26,2014 f ®WARNING-Verity design parametars and READ MESON MS AND INCLUDED MITER REFERENCE PAGE MII.1413 rex 1/29/20I4 BEFORE USE mil 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/TPI1 Quality Criteria,DSB-89 and BCSI 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 ',Southern Pine(SP'Lumber is specified,the design values are those effective 06/01/3013 by ALSO Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 1/4Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury ran. Dimensions are in ft-in-sixteenths. 11646, Apply plates to both sides of truss 1 2 3 1. dditional stability bracing for truss system,e.g. and fully embed teeth. iagonal or x-bracing,is always required. See BCSI. TOP CHORDS 01 „ 2. russ bracing must be designed by an engineer.For '/16 4 ide truss spacing,individual lateral braces themselves air require bracing,or alternative Tor I AllillOM p racing should be considered. F O O 3. Never exceed the design loading shown and never A � stack materials on inadequately braced trusses. O c�e ca� CS6 O 4. Provide copies of this truss design to the building - - For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-1A ' from outside BOTTOM CHORDS • all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. resign assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 NUMBER AND E SBS ARE IDENTIFIED BY END JOINT t e environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. nless otherwise noted,moisture content of lumber 'hall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. nless expressly noted,this design is not applicable for ICC ES Reports: se with fire retardant,preservative treated,or green lumber. The first dimension is thelate p 10.I amber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 -sponsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 •amber for dead load deflection. the length parallel to slots. 11."late type,size,orientation and location dimensions i dicated are minimum plating requirements. LATERAL BRACING LOCATION 12. umber used shall be of the species and size,and Southern Pine lumber designations are as follows: i all respects,equal to or better than that ,,o Indicated by symbol shown and/or SYP represents values as published pecified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13. op chords must be sheathed or purlins provided at Output. Use T or I bracing with effective date of June 1,2013 pacing indicated on design. if indicated. 14. ottom chords require lateral bracing at 10 ft.spacing, BEARING r less,if no ceiling is installed,unless otherwise noted. 15. onnections not shown are the responsibility of others. AA Allib Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ,MMIIIMIF reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MS EN 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, F\/1 lie . 2 K0.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 -0' I 1 g o � 22' I m waw Jo., 'gyp ‘ i ,� �"coze � Q4` ¢ cO, u_ z z o o U o o - Q Z w w.-z, I-1 oorcc c9 cza z I _ wz—.� W1 � ' G'3 In Ln o � w w o cq o o Cil .a1" I--I SJ3 _��\ � Al — S13 �, o =co=oo o W o z �8s10 w z ce cc 0 0 � oY a-2=o CC CD CD LL w z z ] z Et;3 mac Al --- O O w CD ,,,E,1„, a Z U U o-' z ssUoz W CONFORMS TO DESIGN CONCEPT < " - ---- - CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED -- - -- - ❑ NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE -- -- -- - -- - WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE -- -- -- - -- -IS Z. PEORITY OVER THIS SHOP DRAWING. By David R Burnett Date 10/6/14 MILBRANDT ARCHITECTS 4 -- - 12,:12.. A3(14) < -112-- -- - - V V B2 V U SJ3 B1 SJ2 - 1aii2; SJ2 — hI , , SJ1 SJ1 _U i.-_ ! Ili_h, liill►l`71■■1■i IP . I .4 / a 9' 443c- N N +- 1 \ a A/ R - 8'-0' _ / / 12'-11' 1 ENTRY RIGHT ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 08/16/13 PLACEMENT R TO TRUSS CA CULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER 4-D NH POLYGONINFORMDESIGNERI ATION.BUILDING ROFR CORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY'' REVISION-2: TO TRUSS CONNECTIONS.BUILDING �� t urriber DESIGNER/ENGINEER OF RECORD TO I 4-D NH / 4-D N H CHECKED BY: REVIEW AND APPROVE OF ALL O B II C Q - COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. O� .l 9 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. 22'-0' w - r 1 m10=oww Cr) oww z N AR a a z ES�osa w w S N C+! N z z a o " Ui -- vvaz o o¢S<mSJ i S1 6w , z , '2.1 A S2atO = zC71zd Il--U) H It'QH Q " c7 W SJ3 cr) Ozoa� a wsW ce AM M = o 3oQo wz= O O -C) U 5,z . H I.... ti ;zo cc az iu �� N D o w o < a zgu,� A ce z . I-0I- w Al = = if 12:12 Si Nic) (14) —12;12 AA. : V Kr r I,, &A. 'V t ��/r � _ SJ2 . a 1 V12 SJ1 if • < 't . H IP 0 CONFORMS TO DESIGN CONCEPT 0 CONFORMS TO DESIGN CONCEPT WITH / / 81.0' REVISIONS NOTED y 0 NON-CONFORMING—REVISE&RESUBMIT 1241' I THIS WITH SHOP DRAWING COHAS TBEEN ONLY REVIEWED FOR GENERAL OT RON EO EMANCE r 7 FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING, By David R Burnett Date 10/6/14 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS M I L B R A N D T ARCHITECTS POLYGON NW 08/16/13 PLACEMENT NLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT REVISION-1: DRAWINGS S ALL BUILDING FURTHER umniber 4-D NH POLYGON INFORMATION.BUILDING DES RESPONSIBLE F RALEER N RECORD pa MU PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS F TO TRUSS CONNECTIONS.BUILDING a DESIGNER/ENGINEER OF RECORD TO TRUSS 4-D NH / 4-D NH CHECKED BY: REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 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. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c,and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). p,..Joliiik V 1 *` .ash 4. rt4r i tl ' g . CSR- •N , 24743 0:3, 3�26." ,(J. 4 EMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP EB SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-351) 1649 3-10=(-173) 245 BC: 2x6 KDDF#1&BTR 2- 3=(-2559) 581 10-11=(-297) 1709 10- 4=) -70) 911 WEBS: 2x4 KDDF STAND LOADING 3- 4=1-2392) 611 11- 8=(-279) 1657 10- 5= -165 102 LL =25 PSF Ground Snow (Pg) 4- 5=I-1646 483 5.11=I-161 95 TC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF a'- 0.0" TO 22'- 0.0" V 5- 6= -1654 487 6-11=1( -61 895 BC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0° TO 8'- 0.0" V 6- 7=(-2403) 616 11- 7=(-173) 245 BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF 8'- 0.0' TO 14'- 0.0" V 7- 8=(-2569) 586 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 14'- 0.0" TO 22'- 0.0' V 8- 9=( 0) 80 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 50.IN. SPECIES OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -403/ 2249V -217/ 2170 5.50" 3.60 KDDF625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -407/ 2257V 0/ OH 5.50" 3.61 KDDF ( 625) Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. C,CN 018,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series DDND. 2 Design checked for net( p�f)ynlift at 24 'oc spa 'nd I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 7-11-11 6-00-10 7-11-11 MAX LL DEFL = -0.046' @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.092' @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = -0.002' @ 23'- 0.0" Allowed = 0.100" 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 597.30# f 597.30# f fMAX HDRIZ. LL DEFL = 0.018' @ 21'- 6.5" 12 12 12.OD M-4x6 M-3x4 M-4x6 12.00 MAX HORIZ. TL DEFL = 0.028' @ 21'- 6.5" 7Design conforms to main windforce-resisting 5 system and components and cladding criteria. �G 4� Wind: 1401%, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (Alights), Enclosed Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.bt, Truss designed for wind loads in the plane of the truss only. AI M-1.5x3 O 4 0 do C7 03 O O NN 10 11 • M 3x6 0.25" M-6x8 M-3x6 • O / M-T 8(S) > y ,1 y 7-08-08 6-07 7-08-08 J, > 1, ), 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - Al Scale: 0.2653 ��'ED P R OFFStS WARNINGS: GENERAL NOTES,unless otherwise noted: (� C- 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J G 1 N l Truss: Al and Warnings before construction Commences. building component.Applicability of design parameters and proper �� ' /Q J J •_ 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. rr ("/ _G. 3.Additional temporary bracing to ins re stability during construction 2.Design assumes the top and bosom chords to be laterally braced at '9 is the responsibility of the erector. dditional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by c- DES. BY: LA continuousxIpactbridsheathingging suchl as plywoodsheathing(TC)airwhere and/or d 2 PE DATE: 9/8/2014Pywo rywall(BC). / 1 the overall structure is the respons ility of the building designer. 3.2x Impact bridging or lateral bracing required wshown++ 4.No load should be applied to any c mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 404110WSEQ. : 6052965 fasteners are complete and at no ti e should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads he applied to any co ponent. and are for"dry condition"of use. _01 TRANS I D: 407655 5.CompuTms has no control over an assumes no responsibility for the 6.Design assumes tali bearing at all supports shown.Shim or wedge if 0 Cr fabrication,handling,shipment an installation of components. necessary. OREGON 4,, 7.Design assumes adequate drainage is provided. �i / 6.This design is furnished subject to he limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 4.7.0,7,/}.. \ 1111111111111111111 VTPIM/rCA in BCS),copies of which will be furnished upon request. git indicate with jointacenter fines. 2� "�` 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-1966(MiTek) MFR R 1 uL e. EXPIRES:12/31/2015 111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 IBC) 2012 MAX MEMBER 634WR3-12=(-19 ( 1- 3=( 0) 6O 2-12=1-163) 752 2.14= -14 ) 181 BC: 2x6 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-1049) 364 12.13=(-101 658 12- 4=(-141) 383 WEBS: 2x4 KDDF STAND 3- 4=( -887 397 13-10=(-191) 652 12- 6= -172) 130 LOADING 4- 5=(( 0 0 6-13= -172) 130 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=1 -565 338 8-13= -142) 382 BC LATERAL SUPPORT 0= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8= -565 338 13- 9= -196) 181 TOTAL LOAD = 42.0 PSF 7- 8=( 0 0 B- 9=l -887 397 NOTE: 2x4 BRACING AT 24.0C VON. FOR LL =25 PSF Ground Snow (Pg) 9-10=(-1049 364 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 80 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -241/ 1038V -220/ 220H 5.50" 1.66 KDDF ( 625) C ,CN,C18,CN18 (or no prefix =CompuTrus, Inc 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 9-11-11 2-00-10 9-11-11 '1 I I I ICOND. 2: Design checked for net(-5 osf) uplift at 24 "on spacing.[ I 4-00 I � 3-10-04 2-01-071�OOa1 �O-11�-01-073-10-04 1 4-00 T 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' Allowed = 1.054" 8-00 8-00 MAX TLMCREEP DEFL = -0.035' @ 11'- 0.0" Allowed = 1.406" 12 5 7 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 12 MAX TL CREEP DEFL= -0.003" @ 23'- 0.0" Allowed = 0.133° 12.00 7 a 12.00 MAX HORIZ. LL DEFL = 0.007" @ 21'- 6.5' M-4x6 MAX HORIZ. TL DEFL = 0.012" @ 21'- 6.5" M-4x6 M-3x4 ` Design conforms to main windforce-resisting 6 system and components and cladding criteria. O Oltp Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6,0, ASCE 7.107 1A11 Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), lead duration factor=l.6 Truss designed for wind loads in the plane of the truss only. 0 o M-1.5x3 M-1.5x3 • Ifill/1\1 co o M 0 o 2 U g to 13 0 o M-3x4 120.25" M-3x8 M-3x4 1 0 /- M-7x8(S) 1, y y y 7-08-08 6-07 7-08-08 ), ), ), l 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A2 Scale: 0.2437 <C V., PROFF�, WARNINGS: GENERAL NOTES,unless otherwise noted: � n ( 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .0 _.‘,,G GIN S / Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper ` /g��ViQ 02 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 7 7° 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at { / '57 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y 4 92/ P E 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. 3.2n 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. SEQ. : 6052966 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407655 design loads be applied to any component and ar assumes full bearing at all supports -�= '� 6.Design10 It 5.CompuTrus has no control over and assumes no responsibility for the9 pp r[s shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. ` 7.Designlaesassumes atedadequate drainage is provided. �♦ 4,OREGON 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 L -�! 2 ��/1.' 111111111111111111111 VTPI/WTCA in BCSI,copies of which w ll be furnished upon request lines coincide with joint center lines. /O r 4, 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MFR R I VA-0 EXPI RES:12/31/2015 11111011 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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 8=(-93) 842 3- 8=(-377) 349 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3= -1094 254 8- 9=(-52) 551 8- 4=(-249) 614 WEBS: 2x4 KDDF STAND 3. 4= -987 431 9- 6=(-93) 715 4- 9=(-249) 614 LOADING 4- 5= -987 431 9- 5=(-377) 349 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6= -1094 254 BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 80 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL =25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -187/ 1038V -307/ 307H 5.50" 1.66 KDDF625 M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0° -187/ 1038V 0/ OH 5.50" 1.66 KDDF ) 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-00 11-00 ICOND. 2: Design checked for net(-5 psf) uplift at 24 Hoc spacing.' '1 T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-10 5-04-06 5-04-06 5-07-10 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 = -0.028' @ 7'- 5.1" Allowed = 1.054° 12 M-4x6 12 MAX TL CREEP DEFL = -0.051" @ 7'- 5.1" Allowed = 1.406' 12.00 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100' 4.0" 12.00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133' 4 'F: MAX HORIZ. LL DEFL= 0.013" @ 21'- 6.5" 1E MAX HORIZ. TL DEFL= 0.019" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 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 id AAA 0 N Ch M O O 17 oo '= 1 8 9 = 0 1 M-3x4 M-3x4 M--3x5(S) M-3x4 M-3x4 O y y y y 7-05-01 7-01-13 7-05-01 1. y 10-00 12-00 ,1 ,J ), ,. 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A3 Scale: 0.2278 ��Q,t() PROpe. WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder anderectioncontractor shquld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �. 2 ! �N���n >0 Truss: A3 and Warnings before construction kommences. building component.Applicability of design parameters and proper ,j`0 11311r 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of Me building designer. -9 3.Additional temporary bracing to in re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2 DES. BY: LA is the responsibility of the erector. dditionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 G, P E p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 414011!//J DATE: 9/8/2014 the overall structure is the respon bility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052967 fasteners are complete and at no me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �'. +' design loads be applied to any co ponent. and are for"dry condition"of use. TRANS I D: 407655 5.CompuTrus has no control over a assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if M Q- necessa fabrication,handling,shipment an installation of components. 7.Design sumes adequate drainage is provided. 9j OREGON 4,/ �', 6.This design is furnished subject tote limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center !'�/ 9 V �_S IIIIII III IIII VIII VIII III I I I I IIII III TPIM/TCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center che. O 4 T 9.Digits indicate size of plate in inches. q- MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) /11,6 P n f V-� EXPIRES:12/31120151 111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 IBC) 2012 MAX MEMBER-1 -267) 4WR/DDF/Cq=1.00) BC: 2x6 KDDF #1&BIR 2-. 3=( 0) 80 3.14= -247) 1011 13- 4= -40) 392 SPACED 24.0" O.C. 3=(-1503 455 13-14='-248) 1011 3-14=(-391)) 237 WEBS: 2x4 KDDF STAND 3. 4=( -984))) 380 14.15=(-101) 669 14- 4=(-131) 385 LOADING 4- 5=( 0) 0 16-17=( 0) 0 14- 6= -204) 129 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6= -605) 341 15-17=1 -99) 630 6-15= -72) 103 BC LATERAL SUPPORT<= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -661 377 17-18=( -91) 597 15- 8=I -72) 338 TOTAL LOAD = 42.0 PSF 7- 9=( 0 0 18-11=(-191) 651 17- 8=(-227) 30 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=(()(( -559 338 8.18=)-198 162 9.10=1 -885 397 9-18=(-180) 394 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1048) 364 18-10=)-196) 181 i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 80 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE MIN. ) C,CN C18,CN18 (or no prefix) =CompuTrus, Inc 0'- 0.0" -240/ 1038V -220/ 220H 5.50" 1.66 KDDFP(C625) M,M2bHS,M16HS,M16 = MiTek MT series 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 0-02-05 ir 9-11-11 2-00-10 9-11-11 coNo. 2 Design ch .k d for n t( pcf)�nlift t 2a "Oc spaci�n f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-01-04 0-06-15 3-10-04 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" '( �'( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-09 '"L�-01-071 10-05106-d6 4-00 MAX LL DEFL = 0.024" @ 10'- 2.0" Allowed = 1.054" 'If fMAX IL CREEP DEFL = -0.047" @ 10'- 2.0" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 8-00 8-00 MAX TL CREEP DEFL= -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.015" @ 21'- 6.5" 12 5 14-3X8 12 MAX HORIZ. TL DEFL = 0.024" @ 21'- 6.5" 12.00 7 M-4x6 N 12.00 Design conforms to main windforce-resisting .M-4x6 system and components and cladding criteria. M- x4 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 4< �� (All load Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), =1.6Truss designed for wind loads in the plane of the truss only. 0 0 o- 1.5x3 T.. M-3x4 ( M M-3x4 ll �e4_. o4 =M 6x6 14 ,n 1.- all M-3x8 0 16 17 18 0 ),-8 M-3x4+ M-3x4+ o M-7x8=( 6x6 M-3x8 M-3x4 2 0 -1 3.75 2.40= - 12 12 I I I I I I I , y2-05-08, 5-03 2-09 1;06 -12;03- 04 7-08-08 I I 1-002-05-08 8-00 12-00 9-06-08 1-00 y y 10-05-08 11-06-06 y y 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A4 Scale: 0.1767 <tiR“) PRO WARNINGS: GENERAL NOTES,unless otherwise noted: 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 GJ , I7,i N E A 0 Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper /s/iV7 -0- 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterallybraced at 3.Additional temporary bracing to insure stability during construction ^2,•PE -7 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y y r L 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++ 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. : 6052968 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, design loads be applied to any component and are for"drycondition"of use. �-s - A� TRANS I D: 407655 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 -10 fabrication,handling,shipment and installation of components. necessary. f"+. 7.Design assumes adequate drainage is provided. }7♦J A-OREGON `V 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 4 -.�! n A�� 11111111111111111111111 TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. <Q '1k 14 ° _ 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MFR R l V.V. EXPI RES:12/31/2015 1111111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 8-00.00 FROM 14-00-00 TO 22-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=( 0) 80 2-11=(-341) 1928 11- 3=( -61) 633 BC: 2x6 KDDF#1&BTR 2- 3=(-2887) 482 11.12=(-317) 1777 3-12=( -396) 255 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2147) 431 12-13=(-242 1759 12- 4=( -219) 1187 LL =25 PSF Ground Snow (Pg) 4- 5=(-1428) 363 14-15=I 03 0 12- 5=(-1001) 270 -278) TC LATERAL SUPPORT<= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-1791) 447 13-15= 1942 5-13=( -203) 767 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 14'- 0.0" V 6- 7=(-1808) 468 15-16=(-251) 1803 13- 6= -148) 243 BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF 14'- 0.0' TO 22'- 0.0" V 7- 8=(-2635) 597 16- 9=(-266) 1810 15- 6=( -170) 255 8- 9=(-2802) 567 6-16=( -125 164 NOTE: 2x4 BRACING AT 24"0C UON. FOR ADDL: BC CONC LL+DL= 1525.0 LBS @ 12'- 11.0" 9.10=( 0) 80 7.16=( -346) 1564 ALL FLAT TOP CHORD AREAS NOT SHEATHED 16- 8=( -165) 253 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -351/ 1832V -217/ 217H 5.50" 2.93 KDOF625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -572/ 2777V 0/ OH 5.50' 4.44 KDDF ) 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2oHS,M18HS,M16 = MiTek MT series ICOND 2: Design checked far net(�p ) uplift at 24 "oc spacing./ 7 11-11 6-00 1 0 7-11-11 � � T f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-09 5-02-11 2-C2-05 2-05-04 1-05-01 3-11-11 4-00MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' '' '' T T '1 MAX LL DEFL = 0.044" @ 12'- 0.2" Allowed = 1.054" 12 12 MAX TL CREEP DEFL = -0.135" @ 10'- 5.5" Allowed = 1.406" MAX LL DEFL= -0.002" @ 23'- 0.0" Allowed = 0.100" /- 12.00 F M-4x6 M-3x4 M-3x8 M-4x6 N12.00 MAX TL CREEP DEFL= -0.003" @ 23'- 0.0° Allowed = 0.133" 5 6 MAX HORIZ. LL DEFL = 0.019" @ 21'- 6.5" �G sly 4 MAX HOAIZ. TL DEFL = 0.046" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph! h=23.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), /4 \ .M_1.5x3 load duration factor=1.6, Truss designed for wind loads A ' CD in the plane of the truss only. ✓ M-3x4 O 3 rn �o M-3x6 n . s11 -M-6x6 12 n 1` ®'n ® , o = M-3x4+ M-3x8 ' 14 15 cr. 16 - 0 0 1 M-3x4+ o M-7x8=M-8x8 M-7x8 M-3x6 0 /- -•= 13.75 2.40 --- 12 121525# y J' > y l' J' y 2-05-08 5-03 2,-09 1-06-12 2-03-04 7-08-08 y /, 1, 1- y 1- 1-00 2-05-08 8-00 2-00 9-06-08 1-00 /, y 1, 10-05-08 11-06-08 k )- ) )- 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A5 Scale: 0.2357 ttip.Ep PROF-6.n WARNINGS: ' GENERAL NOTES,unless otherwise noted: ' �^I N :n 1.Builder and erection contractor sh uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 5 \7\yG E'•.0- Truss: A5 and Warnings before construction ommences. building component.Applicability of design parameters and proper �� r/Q/ r t2 2.2x4 compression web bracing mu be installed where shown+, incorporation of component is the responsibility of the building designer. (tJ s / .ly 3.Additional temporary bracing to in ure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at !921•ry E c DES. BY: LA is the responsibility of the erector. dditionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r L p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � DATE: 9/8/2014 the overall structure is the respon ibllity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41111111!/ 4.No load should be applied to any omponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052969 fasteners are complete and at no me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f-t �/P design loads be applied to any co ponent. and are for"dry condition"of use. //Wit.. 'Cy. TRANS I D: 407655 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 * �r� 1 necessary. OREGON fabrication,handling,shipment anti installation of components. 7,Design assumes adequate drainage is provided. y�,�, 1' �� /` 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center / 91 2Q �`i. 111111111111111111111 VTPI/VVTCA in BCSI,copies of which will be furnished upon request. git coincideiiwith joint ate inrnche. Q 4, r 9.Digits indicate size of plate in inches. A' MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MFR R I 1 ,,, EXPIRES:r112{/-31/2015 11111 IIII 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 til&BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=(-1583) 284 1- 8=(-215) 1045 8- 2=( -7) 406 BC: 2x6 KDDF#1&BTR 2- 3=(-1112 310 8- 9=(.198) 949 2- 9=(-279) 295 WEBS: 2x4 KDDF STAND LOADING 3- 4= -747 259 9-10= -119 742 9- 3= -147 230 LL = 25 PSF Ground Snow (Pg) 4- 5= -1112 306 10-11= 81 943 9- 4= -150 139 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= -1580 268 11- 6=I -89) 1039 4.10=I -78) 213 BC LATERAL SUPPORT<= 12°OC. UON. TC UNIF LL( 100.0)+DL) 28.0)= 128.0 PLF 6'- 0.0" TO 6'- 11.0" V 6- 7=( 0) 80 10- 5=(-262) 273 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 6'- 11.0" TO 12'- 11.0" V 5.11=( 0) 409 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 12'- 11.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 11.0" 0'- 0.0' -179/ 1020V -156/ 148H 5.50° 1.63 KDDF 625 12'- 11.0' -229/ 1145V 0/ OH 5.50' 1.83 KDDF ( 625) OVERHANGS: 0.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. DDND. 2: Design checked for net( p )ynlift at 24 "oc spacino Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.018" @ 6'- 11.0" Allowed = 0.600" M,M20HS,M18HS,M16 = MiTek MT series 5-11-11 0-11-10 5-11-11 MAX TL CREEP DEFL= -0.035" @ 6'- 11.0" Allowed = 0.800" T f f f MAX LL DEFL= -0.002" @ 13'- 11.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 13'- 11.0" Allowed = 0.133" 2-09 3-02-11 0-11-10 3-02-11 2-09 f 12 f 320#' . 12 . MAX HORIZ. LL DEFL= 0.014' @ 12'- 5.5' MAX HORIZ. TL DEFL = 0.024° @ 12'- 5.5" M-4x6 320# Design conforms to main windforce-resisting /- 12.00 12.00 9 M 5x6 system and components and cladding criteria. 440110 :-3x4 0,041400. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M 3x4 0 4 1 0 11111111116.. . M-3x4 e_ �� M-3x4 CO o rn 1KA i� 1 -M-6x6 s 10 .M-6x6 1 o0 o . M-3x8 M-3x4 O 1** M-3x4+ x4+ M-3x" = o M-3x4+ a 3.75 3.75 12 12 I y J' I I I 2-05-08 3-03 1-07-12 3-01-04 2-05-08 I I I I I 2-05-08 8-00 2-05-08 1-00 I I I 12-11 1-00 JOB NAME: POLYGON 4-D NH - B1 Scale: 0.2995 ��Q,0 PRO,cfi�,s WARNINGS: GENERAL NOTES,unless otherwise noted: r 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 J G 1 N Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2c4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. \ O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at w /`��� 17 DES. BY: LA 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 92•S P E C� DATE: 9/8/2014 responsibilitybuilding designer. continuousutmctsheathing such l as cworeq fired where s andlor drywall(BC). / 7' the overall structure is the res onsibili of the 3.Zx Impactshbridgingor lateral bracingrequired where shown r d 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. : 6052970 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, '- design loads be applied to any component and are for"dry condition"of use. ,,,/"�/w! TRANS I D: 407655 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 IS Cr necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. E ON 411 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 n �� III II II I VIII VIII VIII III I III I III III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerinches.nes. (MiTek) 14, 4b�� 9.Digits indicate size of plate in inches. C.l MiTek USA,Inc./CompuTrus UTrua Software 7.6.6 1 L-E 10.For basic connector plate design values see ESR-1311,ESR-1988 LAR R 1 L\- EXPIRES:12/31/2015 IIII II IIIIII 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=(-792) 229 1- 7=(-113 602 7- 2=( -2) 229 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-468) 198 7. 8=(-104) 548 2- 8= -281 209 WEBS: 2x4 KDDF STAND; 3- 4= -467 164 8- 9=)-105) 455 8- 3= -143 315 2x4 DF STAND A LOADING 4- 5= -789 193 9- 5=(-114) 501 8- 4= -248 211 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6= 0 80 4- 9= -3 199 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. EON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 0.0° 12.0' LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -71/ 541V -175/ 167H 5.50" 0.87 KDDF 625) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 11.0" -121/ 667V 0/ OH 5.50" 1.07 KDDF ) 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 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= 0.010" @ 6'- 5.5" Allowed = 0.600" 6-05-08 6-05-08 MAX TL CREEP DEFL= -0.020" @ 6'- 5.5' Allowed = 0.800" MAX LL DEFL= -0.002" @ 13'- 11.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003° @ 13'- 11.0" Allowed = 0.133" 2-09 3-08-08 3-08-08 2-09 '1' 1 T 1 T MAX HORIZ. LL DEFL = 0.010° @ 12'- 5.5' 12 M-4x6 12 MAX HORIZ. TL DEFL = 0.016" @ 12'- 5.5° 12.00 7 7112.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 3 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 PV (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1 M 3x4 4111111 M 3x4 0 o 4$ I g- M M-3x4 tdill�l �� e�c. M-3x4 Li, �I�, M-5x6 6 M-5x6 .'" w,r� o M-3x: 1** 1-3x4+ M-3x'+ o M-3x4+ M-3x4+ • o X3.75 3.751 - 12 12 2-05-08 4-00 4-00 2-05-08 2-05-08 8-00' 2-05-08 1-00 y ), 1, 12-11 1-00 JOB NAME: POLYGON 4-D NH - 62 Scale: 0.2824 ��40 PROFF,,S WARNINGS: GENERAL NOTES,unless otherwise noted: ( rr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J ! GIN C Truss: 62 and Warnings before construction commences. building component.Applicability of design parameters and proper V�J Q J t J�7 OA_ 2.204 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. /(,1( rr _l�" 3.Additional temporary bracing to ins re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 91--- DES. ,,. DES. BY: LA is the responsibility of the erector. dditionalpermanent bracingof 2'o.c,and at 10'o.c.respectively unless braced throughout their length by � �P E P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsi ility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Aiii,"•-°7- 4.No load should be applied to any c mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052972 fasteners are complete and at no ti e should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ` 4/0411101P.TRANS I D: 407655 design loads be applied to any co ponent. and are for"dry condition"of use. / '�! 5.CompuTrus has no control over an assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ♦ Q necessary. OREGON fabrication,handling,shipment an installation of components. 7.Design assumes adequate drainage is provided. -G 40. �c �� 6.This design is furnished subject to he limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1t 2 . III II IIII VIII VIII(IIII(IIII VIII II III TPIM/rCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 7 1 4 T 9.Digits indicate size of plate in inches. A- �P MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) ME"R n`L\- EXPIRES:12/31/2015 1 11111VIII 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) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-6D) 67 !I 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" -43/ 296V -32/ 99H 5.50" 0.47 KDOF ( 625) 1'- 10.9" -128/ 116V 0/ OH 1.50" 0.19 KDDF ( 625) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) 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" MAX IC PANEL LL DEFL = 0.004' @ 1'- 0.0" Allowed = 0.147" 1-11-11 MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.220" T l' MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL IL DEFL= -0.022" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12.00 7 MAX HORIZ. TL DEFL= 0.000° @ 1'- 10.9" 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 7.101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 0�I load duration factor=1. , Truss designed for wind loads in the plane of the truss only. we 4 0 0 N .4- a.O co O/- N O 0� �� 2j4 M-3x4 / / y 1-00 r ." , . 6-00 JOB NAME: POLYGON 4-D NH - BJ1 Scale: 0.6631 ��4Ep PROFFr,1S WARNINGS: GENERAL NOTES,unless otherwise noted: 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 N F / Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �� I 0 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /�!l -G" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ^�,, 'Q DES. BY: LA 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 y t� DATE: 9/8/2014 responsibilitybuilding designer. continuous sheathing such as plywoodeathing(TC)and/or drywall(BC). the overall structure is the res onsibili of the 3.2x Impact bridgingor lateral bracing required where shown++ deilf. 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. : 6052973fasteners are complete and at no time should any loads greater than 5.Design assues trusses are to be used in a non-corrosive environment, � ► design loads be applied to any component and are for"mdry condition"of use. #4/It I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports shove.Shim or wedge if M necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1 OREGON to �(f 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 �/ �� 2,0 �� II II II I VIII VIII VIII 1011111011 III TPIAMTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. O ,4 P 9.Digits indicate size of plate in inches. 10. �, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 41, R R I1' fV EXPIRES:12//31/2015 IIII III 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 I TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-71) 101 6-5=4 0) 18 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2-3=(-180) 26 5-7=(-96) 136 5-3=( 0 52 EBS: 2x4 KDDF STAND 3-4=( -48 42 3-7=(-155) 110 LOADING TO 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 Sa.IN. (SPECIES) OVERHANGS: 12.0" 0.0 0'- 0.0" -24/ 356V -61/ 161H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -102/ 81V 0/ OH 1.50" 0.13 KDDF 625 Connector plate prefix designators: 6'- 0.0" 0/ 102V 0/ OH 5.50" 0.16 KDDF ) 625) OCR 018,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" TMAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.226° - MAX LL DEFL= 0.000" @ 0'- 0.0° Allowed = 0.078" MAX BC PANEL TL DEFL = -0.005" @ 3'- 11.9" Allowed = 0.192" 12 MAX HORIZ. LL DEFL = -0.009" @ 5'- 8.0" 12.00 7 II) MAX HORIZ. TL DEFL= 0.010" @ 5'- 8.0" Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 411 load duration fforowi1.6, Truss designed for wind loads o llIkih co in the plane of the truss only. O .- •=i- c,O In AllEMMIIII "4 co 11102N7 -/ PIA O� 0, -� o M 1.5x3 c. MS 3x4 M-3x4 M-3x5 ) ), > 2-03-12 3-08-04 ) ) y ) 1-00 2-05-08 6-00 3-06-08 JOB NAME: POLYGON 4-D NH - BJ2 Scale: 0.5246 P Ep R0Fpn WARNINGS: GENERAL NOTES,unless otherwise noted: C' I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J 4�j�G I N E-p,(, and Warnings before construction commences. building component.Applicability of design parameters and proper �i� {,�'y18111' Q/J�T O Truss: BJ 2 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. (4 / (� / 1" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at : p8- DES. DES" BY• LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 9 P E P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / DATE: 9/8/2014 the overall structure is the respons•igty 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. SEQ. : 6052974 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component and are for"dry condition"of use. / `_ TRANS I D: 407655 5.CompuTrus has no control over an 1 assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if M CZ' necessary. OREGON fabrication,handling,shipment anc installation of components. 7.Design assumes adequate drainage is provided. pL, tk �� 6.This design is furnished subject to she limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center / .9 y2.0 _{ 11111111111111111111 II III VIII VIII(IIII III I III III IIII TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. O 1 4, „ 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-1966(MiTek) M,R R I L\- 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/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-6=(-160) 174 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=(-244) 52 5.7=(-216) 233 5-3=( 0 52 EBS: 2x4 KDDF STAND 3.4=)-113) 84 3-7=(-266) 246 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DLON 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° -34/ 399V -91/ 225H 5.50' 0.64 KDDF 625) LL=25 PSF Ground Snow (Pg) 5'- 8.0" -37/ 149V 0/ OH 5.50' 0.24 KDDF 625 ConnectorConnector plate prefix designators: 5'- 11.7° -84/ 117V 0/ OH 1.50° 0.19 KDDF 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net( p )yDlift at 24 "oc spa inc I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133° MAX LL DEFL = 0.011" @ 2'- 3.8' Allowed = 0.254" - MAX TL CREEP DEFL = -0.012" @ 2'- 3.8' Allowed = 0.339° MAX HORIZ. LL DEFL= -0.019" @ 5'- 8.0' 7417MAX HORIZ. TL DEFL= 0.018° @ 5'- 8.0' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.�Truss designed for wind loads in the plane of the truss only. to0 of oovoAM , o� ,.,c,01 A- ,J, y y 2-03-12 3-08-04 y ) y y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2.7,4I JOB NAME: POLYGON 4-D NH - BJ3 Scale: 0.4236 EO PRQFFss WARNINGS: GENERAL NOTES,unless otherwise noted: 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 Co. ! G I N E- Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper (V r/QQ// �it_ 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 4 9 DES. BY: LA 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 9 /1 P E 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++ 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. / '� SE Q. : 6052975 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, design loads be applied to any component and are for"dry condition"of use. �-�- TRAN S I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if M necessaQREGI ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. p`- 4, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces oftruss,and placed so their center �O ,q t, 11111111111111111111111 VTPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. A MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) 'v/L�n R'L EXPIRES:` 1 4'S12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -4) 95 5-6=(-238) 176 5-2=(-256) 115 BC: 2x4 KDDF WEBS: 2x4 KDDF STANDR SPACED 24.0° O.C. 3-4=(-159;114 6-3=(-439 129 ; 219 372 LOADING TC LATERAL SUPPORT <= 12"0C. UDN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 18.0" 0'- 0.0' -11/ 159V -71/ 148H 5.50" 0.25 KDDF 625 LL =25 PSF Ground Snow (Pg) 3'- 3.0" -177/ 484V 0/ OH 5.50' 0.77 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 IPC 2012 NOT BEING MET. COND. 2: Design checked for net( p )yplift at 24 "bc cpacinD VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 3-03 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.031" @ 4'- 9.0" Allowed = 0.150" 124 MAX TL CREEP DEFL = -0.038" @ 4'- 9.0" Allowed = 0.2004 /- MAX TC PANEL LL DEFL = -0.014" @ 1'- 6.D" Allowed = 0.174° 9.00 V MAX TC PANEL TL DEFL = -0.012" @ 1'- 6.0" Allowed = 0.261" MAX HORIZ. LL DEFL = -0.001" @ 2'- 6.5" MAX HORIZ. TL DEFL = -0.001" @ 2'- 6.5" Design conforms to main windforce-resisting M-1.5x3 -1 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCOL=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 CV in the plane of the truss only. co o v v 0 oO 0 -?4 ,_ C"; .._ �o Y _, 5►� 6 �� M-1.5x3 M-3x4 y y .1 2-06-08 0-08-08 y )' y 1-00 3-03 1-06 JOB NAME: POLYGON 4-D NH - D1 Scale: 0.5387 `" r WARNINGS: GENERAL NOTES,unless otherwise noted: '<<., PR OreU�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 c,``,j�,G1 N E�y,, / Truss: D1 and Warnings before construction dommences. building component.Applicability of design parameters and properv'tq//Q f j Di1_ 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. 4.'? ((( ('J/ ( _l�' 3.Additional temporary bracing to ins re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 9 DES. BY: LA is the responsibility of the erector. dditional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9L SPE continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'// DATE: 9/8/2014 the overall structure is the responsi ility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any c mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052977 fastenersare complete and at no ti e should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, " design loads be applied to any co orient and are for"dry condition"of use. ,0",4111111P, TRANS I D: 407655 5.CompuTrus has no control over an assumes no responsibility(or the 6.Design assumes full bearing at all supports shown.Shim or wedge if • (r. necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 7j4/OREGON (yc �� 6.This design is furnished subject to e limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Lam' �1 '1 III I II I VIII VIII VIII IIII VIII III III TPWJlCA in BCSI,copies of wMic will be furnished upon request. lines coincide with joint center lines. �O Alk 1 4 �Q A� 9.Digits indicate size of plate in inches. (y C_ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) '1' 'R R I1 V EXPIRES:12/31/2015/ 111111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C= TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) ( 1.00 BC: 2x6 KDDF#1&BTA 1-3=(-285) 202 1-5=(-229) 6160 2-6=(-920) 1200 SPACED 24.0" O.C. 2-3=( 300 WEBS: 2x4 KDDF#1&BTR A 4 KDDF STAND; 3.4=) .18) 309 5-6=(-227) 604 6-3=(-290; 265 LOADING ) LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12.00. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT<= 12'0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. `rSPECIES) ** For hanger specs. - See approvedplans 0'- 0.0' -112/ 765V -169/ 295H 5.50' 1.22 KDDF 625 9 p pp LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -453/ 1526V 0/ OH 5.50" 2.44 KDDF ( 625) Connector plate prefix designators: ADDL: BC CONC LL+DL= 1085.0 LBS @ 5'- 0.0" C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc ADDL: BC CONC LL+DL= 534.0 LBS @ 7'- 0.0° T til • I .r r- ,•. . r 'r. M,M2OHS,M18HS,M16 = MiTek M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFL =DEFLECTION LIMITS: -111.940, llowed8= , MAX TL CREEP = -0.027" @ 3'- 11.9" Allowed = 0.472" MAX TO PANEL LL DEFL = 0.030" @ 6'- 2.5" Allowed = 0.311" BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002" @ 7'- 6.5° 4-01-10 3-06-10 0-03-12 MAX HORIZ. TL DEFL = 0.003" @ 7'- 6.5" 12 Design conforms to main windforce-resisting M-1.5X3 4 system and components and cladding criteria. 12.007 Wind: 1140 m hl h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 load deights),fEnclosed, Cat.2, Exp.B, MWFAS(Dir), Truss designed for wind loads in the plane of the truss only. co M-3x5 co O o O o ik c oz, C) O Adm. p 1 p ® Uf O 5 Ki M-3x4 M-3x6 M-4x8 y , 1085# liy534#y 3-11-14 4-00-02 J, y 8-00 JOB NAME: POLYGON 4-D NH - Cl Scale: 0.3194 ' '�EO PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: (� n 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J V GINE-44? / Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper c3 `YJ'/g// rDA 2.2e4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 7 7 (/' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Zl/ -q DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y 92 P E the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall BC. DATE: 9/8/2014 P itY g 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. SE 0. : 6052978 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, design loads be applied to any component. and are for"dry condition"of use. �� • s 4211115"TRANS I D: 407655 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 • 'Cr fabrication,handling,shipment and installation of components. necessary. !'�4, 7.Design assumes adequate drainage is provided. 'y OREGON ^V 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 �/ -'7n t. no\ ��A. 1111111111111111111111 VTPI/WTCA in BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. O 7 I ' 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ill . R'L' EXPIRES:12/31/2015 11111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 80 2.4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-18) 85 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/ 287V -32/ 99H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -165/ 174V 0/ OH 1.50" 0.28 KDDF 625) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix)) =CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND 2 Design checked for net( psf) uplift at 24 "ox s ap cina. REQUIREMENTS OF IBC 2012 AND IRC 2012 NDT 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 = 0.004" @ 1'- 0.0" Allowed = 0.147" MAX TO PANEL TL DEFL= -0.008" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL LL DEFL= 0.013" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.081" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL= -0.000" @ 1'. 10.9" MAX HORIZ. TL DEFL= 0.000" @ 1'- 10.9" 1-11-11 Design conforms to main windforce-resisting T T system and components and cladding criteria. 12 I'i Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 12.00 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), U load duration factor=l. , Truss designed for wind loads /- in the plane of the truss only. I v v 0 o N 4- .0 NI c,/- Lr) Of .4 /3x4 1 A- ), ), y 1-00 'PROVIDE FULL BEARING;Jts:2,3,41 8-00 JOB NAME: POLYGON 4-D NH - J1 Scale: 0.5733 ��ED PROFF-,, WARNINGS: GENERAL NOTES,unless otherwise noted: [[--�� ,, _01N 1.Builder and erection contractor sh uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'f.9 !fiE.�11 /©, Truss: J1 and Warnings before construction ommences. building component.Applicability of design parameters and proper VV '71811r /y ((���[ T 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto in re stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at n C �r.+' DES. BY: LAresponsibility of the erector. dditional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 L,i P L is the continuous sheathing such as plywoodeathin and/or drywall(BC). /II{ DATE: 9/8/2014 the overall structure is the respons bility of the building designer. 3.2x Impact bridging or lateral bracing required whereere shown++ 4.No load should be applied to any mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. *� SEQ. : 6052979 fasteners are complete and at no a should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / design loads be applied to any co penent. and are for"dry condition"of use. /P a,_. /'' TRANS I D: 407655 5.CompuTrus has no control over a assumes no responsibility for the 6.necessary.sigssumes full bearing at all supports shown.Shim or wedge if 0 OREGON (cc fabrication,handling,shipment an installation of components. 7.Design assumes adequate drainage is provided. 11= 4 �� A, 6.This design is furnished subject to he limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1 l ?-°\ � P-`-. IIIIII VIII VIII VIII VIII VIII VIII IIII III TPI WfCA in BCSI,copies of whi will be furnished upon request. Digs coincideiitwithizjoin[ tecenter nche. r 4, O 9.Ines ndsize of plate in inches. A MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) '"/ R R'1 \- e. EXPIRES:12//31/2015 1111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF#1&BTR 1.2=( 0) 80 2-4=(0) 0 SPACED 24.0" O.C. 2-3=(-90) 113 TC LATERAL SUPPORT<= 12"OC. UON. LOADING BC LATERAL SUPPORT c= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -3/ 358V -61/ 161H 5.50" 0.57 KDDF ( 625) Connector plate prefix desi nators: 3'- 10.9" -198/ 181V 0/ OH 1.50" 0.29 KDDF 625 C,CN,C18,CN18 (or no prefix =CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 72V D/ OH 5.50° 0.11 KDDF 625; M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND 2. Oecign h k d for n (_�_pcf)ynlift t 24 9c cp cion 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 = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL= -0.026" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.044" @ 2'- 2.3" Allowed = 0.503" 3-11-11 MAX BC PANEL TL DEFL = -0.122" @ 4'- 1.4' Allowed = 0.472° MAX HOAIZ. LL DEFL = -0.001" @ 3'- 10.9" -/ MAX H08IZ. TL DEFL = 0.001" @ 3'- 10.9" 12 Design conforms to main windforce-resisting 12.00I-27 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 in the plane of the truss only. v 0 0 v V 0 ui M O/- c, O 0 1 M-3x4 y J, 1-00 (PROVIDE FULL BEARING:Jts:2,3,4J 8-00 JOB NAME: POLYGON 4-D NH - J2 Scale: 0.5233 ��4Eo PR ore WARNINGS: GENERAL NOTES,unless otherwise noted: n 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 !,����((m�i,(N cp V Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper ��� 1W ~�yy� �Q� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 77�� I/ 7 r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at i I n �7 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr DATE: 9/8/2014 responsibilitybuilding 9 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). the overall structure is the res onsibili of the designer. 3.2x Impact bridging or lateral bracing 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. non-corrosiveSEQ. : 6052980fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, �r design loads be applied to any component. and are for"dry condition"of use. Sr 404 11111. TRANS I D: 407655 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 ,M cyc fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. �J7 _OREGON14 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 L' 9 1! nod, ���, I11111 110 1111111011111 III VIII VIII IIII IIII IIII III TPIM/rCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines , 7 4' 9.Digits indicate size of plate in inches. ,I MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MFR RIO- e. EXPIRES:12/31/2015 111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(D) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" 0.C. 2-3=(-149) 154 TO LATERAL SUPPORT<= 12"OC. UON. LOADING BC LATERAL SUPPORT<= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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' -20/ 422V -90/ 224H 5.50" 0.68 KDDF ( 625) 5'- 10.9' -193/ 219V 0/ OH 1.50' 0.35 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 121V 0/ OH 5.50° 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix =CampuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" 5-11-11 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" I I MAX LL DEFL = 0.000" 9 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105" MAX TO PANEL LL DEFL = 0.249" @ 3'- 2.0" Allowed = 0.524" MAX BC PANEL TL DEFL = -0.229" @ 4'- 1.4" Allowed = 0.472" I) MAX HOAR. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.U, Truss designed for wind loads in the plane of the truss only. v v 0 0 rn 4- c. n co o/_ oATIAIIIMIE 0 /414M-3x4 y y y 1-00 ':r I c: r 8-00 JOB NAME: POLYGON 4-D NH - J3 ____-__ . Scale: 0.4555 �t10 PR Or WARNINGS: GENERAL NOTES,unless otherwise noted: ((�" ,,` t� 1.Builder and erection contractor sh old be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C71 !'yy%t'a E p �2 Truss: J3 and Warnings before construction ommences. building component.Applicability of design parameters and proper -71811r /y ((�JJ[ i//J 2.2x4 compression web bracing mus be installed where shown+, incorporation of component Is the responsibility of the building designer. L(v 9 3.Additional temporary bracing to in re stability during construction 2.Design assumes the top and bottom chords[o be laterally braced at I . •r. .- E f is the responsibilityof the erector. dditionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r DES. BY: LA continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the respons bility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052981 fasteners are complete and at no e should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / ,/�' TRANS I D: 407655 design loads be applied to any co ponent. and are for"dry condition"of use. /" T�� 5.Compulrus has no control over a assumes no responsibility for the 6.�ee essarysumes full bearing at all supports shown.Shim or wedge if • OREGON /a fabrication,handling,shipment an installation of components. 7.Design assumes adequate drainage is provided. -?j 4, \t /(,w 6.This design is furnished subject to he limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /Q •1/' 1 a 24 1....41111111111111111111111 IIIII VIII VIII VIII VIII IIII VIII III III TPI WlCA in BCSI,copies of whi will be furnished upon request. Digs coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus oftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) , .R R'1 EXPIRES:r112/31/2015 1110111 01111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER 1.2= FORCES F/Cq=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 2.4= (O 80 ) 0 2.4=(05 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 L 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° -62/ 302V -32/ 99H 5.50° 0.48 KDDF ( 625) Connector late prefix de si nators: 1'- 9.2" -34/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) p p LL =25 PSF Ground Snow (Pg) 1'- 11.7" -34/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) Cnn,coC la (or no prefix) =orm uTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift_at 24 Hoc spacing.[ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.003" @ -1'- 0.0" Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9' Allowed = 0.147" '( '( MAX BC PANEL TL DEFL = -0.002° @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL= 0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. f-- 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 c 0 0 N V O Ch � o in o o� /11/1411111.-: M-3x4 J. y y 1-00 2-00 [PROVIDE FULL BFARING;Jts:2,4,31 JOB NAME: POLYGON 4-D NH - SJ1 Scale: 0.6710 ��.av� PROs , WARNINGS: GENERAL NOTES,unless otherwise noted: r A 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .0 '7/3//r l�G I N E.p / Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper f /B// is3 �2 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 77�' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / -�7 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y 921P E the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall BC. DATE: 9/8/2014 P ty 9 3.2x Impact bridging or lateral bracing required where shown++ /r S /� 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. E Q corrosive environment, design loads be applied to any component and are for"dry condition"of use. �-� (Mow I D: 407655 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 M fabrication,handling,shipment and installation of components. necessary. `' 7.Design assumes adequate drainage is provided. 7j A_OREGON `., 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 4- no's ''' IIIIII v.,--k- 111111111111M11 VTPI N/CA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. O 14 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-1966(MiTek) 'II ^R I L\0 ri EXPIRES:12/31/2015 1E1 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF#1&BTR LOAD DURATION INCRASE = 1.15 1-2=) 0) 80 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-109) 94 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL ING MAX VERT MAX HORZ BRG REQUIRED BRG AREA D)L ONBOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 322V -61/ 161H 5.50' 0.52 KDDF ( 625) 1'- 9.2" -17/ 64V 0/ OH 5.50" 0.10 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 108V 0/ OH 1.50" 0.17 KDDF ( 625 C,CN,C18,CN18 (or no prefix)) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O 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 = 0.003' @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9" 12.00 (' 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 7-101 (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 .4- c, o v 0 o/- in 0 '0 18-87'4811'. 4►1 -/ M-3x4 1-00 2-00 1-11-11 IlliffiMillitraTIMPITIMP JOB NAME: POLYGON 4-D NH - SJ2 Scale: 0.5872 (�� p PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: [[��\ P p s� �+ 1.Builder and erection contractor sh uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �fh<J ,.‘ 01 yN Epn r, Truss: SJ 2 and Warnings before construction ommences. building component.Applicability of design parameters and proper ti V/y T 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. -� 3.Additional temporary bracingto in re stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at �1 P ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 G P E <' DES. BY: LA is the responsibility of the erector. dditional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /J/ DATE: 9/8/2014 the overall structure is the respons bility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 6052983 4.No load should be applied to any mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no' e should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ` 0*PP design loads be applied to any co portent and are for"dry condition"of use. / '��- TRANS I D: 407655 5.CompuTrus has no control over a assumes no responsibility for the 6.Design asumes full bearing at all supports shown.Shim or wedge if OREGON necessary. CC 9 Co fabrication,handling,shipment an installation of components. 7.Design assumes adequate drainage is provided. "j� 2f '` �� /` 6.This design is furnished subject to he limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /O M/ 14 2ti �� 1111111111111111111 IIIII VIII VIII VIII VIII IIII VIII I II III TPI/WfCA in BCSI,copies of whi will be furnished upon request. lines coincide with joint center che. 9.Digitssindicate size of plate in inches. MiTek USA,Inc./CompuTrus oftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FL]p 11 EXPIRES:12//.31/2015 11E1 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 IBC- 2012 MAX MEMBER 7 174 43-5D(-261)257 BC: 2x4 KDDF #1&BTO SPACED 24.0" O.C. 1-2=( 0) 80 2-5=(-167) 3-5=(-267) 257 WEBS: 2x4 KDDF STAND 2-3=(-262) 122 LOADING 3-4=(-112) 77 TC LATERAL SUPPORT<= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE IN. (SPECIES) OVERHANGS: 12.0" 0.0" MIN.0.0" -43/ 479V -121/ 292H 5.50" 0.77 KDDF ( 625) LL =25 PSF Ground Snow (Pg) 7'- 9.7" -88/ 248V 0/ OH 5.50" 0.40 KDDF 625) 625) Connector plate prefix designators: 7'- 11.7" -82/ 110V 0/ OH 1.50° 0.18 KDDF 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. �QQND. 2• Decign checked for ngt(�p�f)ypltft at 24 "bc spac;�n I 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° 7-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 6'- 3.8" Allowed = 0.328" -/ MAX BC PANEL TL DEFL = -0.160" @ 4'- 1.6" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" /12.00 MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load Trussddesigneduration fforowind�loads in the plane of the truss only. v0v0vao 0rnMo/-LC) 2111=11.=1.M.11111111/ O�o51 1-00 8-00 'PROVIDE FULL BEARING;Jts:2,5.41 JOB NAME: POLYGON 4-D NH - J4 Scale: 0.3692 ���Eo PROrer, WARNINGS: GENERAL NOTES,unless otherwise noted: (� 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 J 4 1 N Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper �\C...0 /8/1yQ Q- 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. l7, 7 x 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at SCI -f! re DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length)y 92 1 P E the overall structure is the responsibility of the buildingdesigner. continuousxIpactsheathing such lateralaacingoe uirad where sown drywall BC. DATE: 9/8/2014 P ty 9 4.Intmpactboif true iors theponsibiity ofe wheretive contractor.4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility theoirespective contractor. SEQ. : 6052984 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 410211111111r design loads be applied to any component and are for"dry condition"of use. �'s TRANS I D: 407655 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 *, /y. fabrication,handling,shipment and installation of components. necessary. �rr, 7.Design assumes adequate drainage is provided. , A_OREGON 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 �< �/ nod ��� III II II I VIII VIII VIII VIII VIII IIII IIII TPI/VJlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. O '1J' 14, L 9.Digits indicate size of plate in inches. MiTek USA,IDC./COI11puTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MFR R I L\-0 EXPIRES:12/31/2015 MIIIIIIIIIMM 1E II VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS , TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 80 2-6=(-139) 171 3-6=(-263) 213 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 122 WEBS: 2x4 KDDF STAND 3.4=)-322) 123 LOADING 4-5=(-159) 0 IC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 23.7' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 449V -140/ 398H 5.50" 0.72 ODE ( 625) Connector plate prefix designators: 7'- 9.7" -63/ 239V 0/ OH 5.50' 0.38 KDDF 625) (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -323/ 406V 0/ OH 1.50" 0.52 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc soacing.j 9-11-11 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" / 5 -/ MAX LL DEFL = -0.039' @ 9'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 9'- 11.7" Allowed = 0.263' MAX TC PANEL LL DEFL = 0.033" @ 2'- 2.0" Allowed = 0.365" MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.6" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.007" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 7'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. i ' Wind: 140 mph: h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 load duratis),on fEnclosed, Cat.2, Exp.B, MWFRS(D1r), 12.00 r Truss designed for wind loads in the plane of the truss only. ,_ v o M-3x5 v 0 v o .._ co 0 AilaNiis,„ uo, �1 . _� - 6 M-3x4 M-1.5x3 A- ,. > > 1-00 8-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.6,4I JOB NAME: POLYGON 4-D NH - J5 Scale: 0.3166 �p`ED PROFFIS WARNINGS: GENERAL NOTES,unless otherwise noted: [y 1.Builder and erection contractor sh uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �.� v/�y7•n /- Truss: .7 Truss: J5 and Warnings before construction ommences. building component.Applicability of design parameters and proper (�f[ T 2.2x4 compression web bracing mu be installed where shown+, incorporation of component is the responsibility of the building designer. -7 3.Additional temporary bracing to in ure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at •920 0 P E 1` DES. BY: LA is the responsibility of the erector. dditionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ry continuous sheathing such as plywoodsheathing(TC)heres andlor drywall(BC). DATE: 9/8/2014 the overall structure is the respon'bility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d/ 4.No load should be applied to any omponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 8E0. : 6052985 fasteners are complete and at no me should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any co ponent. and are for"dry condieon'of use. ___e'. , TRANS I D: 407655 5.CompuTrus has no control over a d assumes no responsibility for the 6.nDe Signa assumes full bearing at all supports shown.Shim or wedge if OREGON fabrication,handling,shipment an installation of components. 7.Design assumes adequate drainage is provided. ��. �� ONS 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 Y 2 A+ IIIIII IIII VIII VIII VIII IIII IIII IIII III TPInMCA in BCSI,copies of whi h will be furnished upon request. lines coincide with joint center nche. 4, _ 9.Digits indicate size of tplate in inches. r ++ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 'R R'Ly EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE= 1.15 IBC 2012 MAX MEMBER FORCES 2-4=)0F/Cq=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 80 2-4=(0) 0 2.3=(-167) 136 TC LATERAL SUPPORT<= 12"OC. UON. LOADING BC LATERAL SUPPORT<= 12'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" -24/ 308V -90/ 224H 5.50° 0.49 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 9.2' -90/ 171V 0/ OH 5.50' 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc ( 9) 5'- 11.7" -128/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND_ 2• Dec.gn checked for net(�pcf)��plift t 9q�cpac�n.l 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 = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133' MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005' @ 1'- 0.1' Allowed = 0.072" �� MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 V Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-102 (A11 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. .4- .- .1- o o v 0 .<,- c, co M o� PAITAMMIM o� o tt�� 4►- -f 1 M-3x4 y y y y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4.3( JOB NAME: POLYGON 4-D NH - SJ3 Scale: 0.4674 ��EO PROFp WARNINGS: GENERAL NOTES,unless otherwise noted: ‹ �+ �((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 \ '7 G I NEA. "/O Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper `Y/ //ViA 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. GSGJ• 7' .}y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/ DES. BY: LA is the responsibility of the erector.Additional permanent bracing of c o.c.and at 10'o.c.respectively unless braced throughout their length;y 92 /P E 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.a<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. SEQ. : 6052986 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. �r SI " TRANS I D: 407655 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 ,M �y. fabrication,handling,shipment and installation of components. necessary. /. J+., 7.Designlaesassumes adequate ne drainagecis provided. '}9j OREGON '+R Et7�4���L`V 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 Imo' -7 I ,` 11111111111111111141 VTPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 14 P 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 44', R RI 0- EXPIRES:12/31/2015 11111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1-2=( -4) 95 5-6=(-174) 119 5-2=(-330) 83 BC: 2x4 KDDF#1&BTR SPACED 24.0° D.C. 2-3=(-268) 115 2-6.(-113) 191 WEBS: 2x4 KDDF STAND 3-4=(-147) 9 6-3=(-418) 369 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 18.0" 0'. 0.0" -22/ 173V -59/ 125H 5.50" 0.28 KDOF ( 625) LL = 25 PSF Ground Snow (Pg) 1'• 10.0" -232/ 452V 0/ OH 5.50" 0.72 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 Desi n checked for net cfl holift at 24 •bc s ac inn. M,M2OHS,M18HS,M16 = MiTek MT series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.002" @ •1'- 0.0" Allowed = 0.133" /- MAX LL DEFL = -0.019" @ 3'- 4.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.023" @ 3'- 4.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.008" @ 0'- 9.8" Allowed = 0.079" MAX TC PANEL TL DEFL= 0.009" @ 0'- 9.8" Allowed = 0.118" MAX HORIZ. LL DEFL = -0.000° @ 1'- 4.5" MAX HORIZ. TL DEFL = -0.000" @ 1'. 4.5" Design conforms to main windforce-resisting M-1.5x3 -/ system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. r- O cO M-3 4 No C.11 O � /4)4 N O c. hoo n ►t6 -/ /- M-1.5x3 M-3x4 1-00 1-10 1-06 JOB NAME: POLYGON 4-D NH - P1 Scale: 0.7493 �c�,.E° PR Oren WARNINGS: GENERAL NOTES,unless otherwise noted: ((�� `` [� OS 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ��`J ..‹.• GIN /0 Truss: P1 and Warnings before construction pommences. building component.Applicability of design parameters and proper 7 7 T 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. -S7 3.Additional temporary bracing to inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at •92$11 PE 1✓ DES. BY: LA responsibilityof the erector. dditionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the respon bility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ „/ SEQ. : 6052987 4.No load should be applied to any mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �� fasteners are complete and at no me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any co portent. and are for"dry condition"of use. �M� TRANS I D: 407655 5.CompuTrus has no control over a d assumes no responsibility for the 8.De St essa assumes full bearing at all supports shove.Shim or wedge it OREGON fabrication,handling,shipment an installation of components. 7.Design assumes adequate drainage is provided.i. ' - ' \u iI 41 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center G� 2-6 �+1� 111111111111111111111 VTPI W(CA in BCSI,copies of wF i h will be furnished upon request. lines coincide with joint center che. /O �� 14, O 9.Digits ndte size of plate In inches. A MiTek USA,InC./C0111pDTrun Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4 .4 R t7I t EXPIRES:1121/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.0° IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 95 5-6=(-174) 119 5-2=(-330) 83 BC: 2x4 KDDF#1&BTR SPACED 24.0" D.C. 2.3= -268 115 WEBS: 2x4 KDDF STAND ( ) 2.6=(-113) 191 LOADING 3.4=(-147) 9 6-3=(-418) 369 TC LATERAL SUPPORT<= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<= 12'OC. UON, DL DN BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 18.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL =25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 173V -59/ 125H 5.50" 0.28 KDDF ( 625) Connector plate prefix designators: 1'- 10.0" -232/ 452V 0/ OH 5.50" 0.72 KDDF ( 625) C,ON 018,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2bHS ,M18HS,M16 = MiTek MT series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rrt • I. .i r , ", a. •„ 9.00 V BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENT Y. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" l4 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0' Allowed = 0.133° MAX LL DEFL = -0.019' @ 3'- 4.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.023" @ 3'- 4.0" Allowed = 0.200" MAX TO PANEL LL DEFL = 0.008" @ 0'- 9.8" Allowed = 0.079' MAX TC PANEL TL DEFL = 0.009' @ 0'- 9.B" Allowed = 0.118" MAX HORIZ. LL DUEL = -0.000" @ 1'- 4.5' MAX HORIZ. IL DEFL = -0.000" @ 1'- 4.5" Design conforms to main windforce-resisting M-1.5x3 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), co load duration factor=1.� Truss designed for wind loads in the plane of the truss only. 0 co M-3x4 N O C") O N dillit o , MI NM A- 5►� ►�6 M-1.5x3 M-3x4 J., ), / y 1-00 1-10 1-06 JOB NAME: POLYGON 4-D NH - P2 Scale: 0.7465 ..c c(51, PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: (1 1.Budder 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 Cr2 4 GIN �/� Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper \ \yy/�//�(� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 7 7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �'�/ p DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'otic.and at 10'onc.respectively unless braced throughout their length)y 92 /f E �� continuous sheathingg r such lateralaplywoode rewhere sho n drywall(6C. 9/$ 2014 overall sh uld beraistied to any comp nfthentillafte all brain 4.In tmpatbodging is the ponsibiityrequiredohwheretve contractor. 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. : 6052988 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407655 design loads be applied to any component and are for"dry condition"of use. �'r 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 „...",41.8/... Fabrication,handling,shipment and installation of components. Id Cr necessary. �G A_OREGON\ ��1,f 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne both drainage is provided. 11111111111111111111 VB.Plates shall be located faces of truss,and placed so their center TPIMRCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. .- y 4 9. ts MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.Forribasicicate size connector of ate design values see ESR-1311,ESR-1988(MiTek) �` MFRRI�L 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 IC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 54 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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 SO.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -24/ 53H 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD= 42.0 PSF 1'- 9.2" 0/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix)) =CompuTrus, Inc 1'- 11.7° -50/ 55V 0/ OH 1.50" 0.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL =25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 ssfl 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 TC PANEL LL DEFL = 0.004" @ 1'- 2.9" Allowed = 0.147" 1-11-11 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.220" f AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL= -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 12.00 7 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=1.61, Truss designed for wind loads A- -, in the plane of the truss only. ✓ d- 11011111111111 o c, N rm co OA- c O PIAIMMIEll o/--- 10.03M 3►arlil M-3x4 2-00 101761=11117337411ITITM JOB NAME: POLYGON 4-D NH - SJ4 Scale: 0.6466 '<<, E '").4.9 PR0rp, WARNINGS: GENERAL NOTES,unless otherwise noted: [, �_�`((''�� ,�y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual co !.?I N E,e4, /0 Truss: SJ 4 and Warnings before construction Vommences. building component.Applicability of design parameters and proper V( yV( 7' 2.2n4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. w -S7 3.Additional temporary bracing to ins re stability during construction 2.Design assumes the top and bottom chords to be lateraly braced at �. !921 S P E C� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by G LL DES. BY: LA is the responsibility of the erector. dditional permanent bracing of continuous sheathing such as plywoodquired sheathing(TC)and/or drywall(BC). 4111101111F/// DATE: 9/8/2014 the overall structure is the torespons bility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. IOW'SEQ. : 6052989 fasteners are complete and at no ti e should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any co ponent. and are for"dry condition"of use. �r�- (Z TRANS I D: 407655 5.CompuTrus has no control over an assumes no responsibility for the 8'nDesigna assumes full bearing at all supports shown.Shim or wedge if OREGON `,� fabrication,handling,shipment an installation of components. ry ^CJ P P 7.n Design assumes adequate drainage is provided. 4,,OREGON ice, e.This design is furnished subject to he limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center /O -7 k 1 4, 2-° v.4 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPVWiCA in BCSI,copies of whi will be furnished upon request. lines coincide with joint center nche. �`_ 9.Digits ndsize of plateein inches. `' 1 MiTek USA,Inc./CompuTrus oftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) R R 11-\- EXPIRES:12/31/2015 1111 101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 1-3=(OF/Cq=1.00 BC: 2x4 KDDF#168TR SPACED 24.0" D.C. 1.2=(-109) 95 1-3=(0) 0 TC LATERAL SUPPORT <= 12"0C. VON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix desi nators: DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -27/ 128V -53/ 114H 5.50' 0.21 KDDF ( 625) C,CN,C18or sla (or no prefix} = CampuTrus, Inc TOTAL LOAD= 42.0 PSF 1'- 9.2" -44/ 83V 0/ OH 5.50" 0.13 KDDF ( 625)= MiTek MT series LL = 25 PSF Ground Snow (Pg) 3'- 11.7" 89/ 111V 0/ OH 1.50" 0.18 KDDF ( 625; LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND D sign h k d for n t(-5pgf) uplift_ t_24 ocspac�_•I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12.00 MAX HORIZ. LL DEFL= -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10} (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. v v v o v v 0 v C., LcPAIIMIMIMIN - o� i�� 3�� M-3x4 y 1, y 2-00 1-11-11 (PROVIDE FULI RFARING;Jts:1,3,21 JOB NAME: POLYGON 4-D NH - SJ5 Scale: 0.5945 <(' 1. PROpS WARNINGS: GENERAL NOTES,unless otherwise noted: (n1 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 1.1453:' 01 GINE V/, + Truss: SJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. V (��11j/8I l7, 2.2x4 compression web bracing must be installed where shown , 1.-- DES. BY: LA 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.respectively unless braced throughout their length;y 92 P E DATE: 9/8/2014 the overall structure is the responsibility of the buildingdesigner. continuousxsheathing such lateral as bracing aired where sown 4 drywall BC. p ry g 3.In Impact boil ng isor the boning ity of the where shown+a / 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectiven-corsi contractor. ' SEQ. : 6052990 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 0411111PP design loads be applied to any component and are for"dry condition"of use. ` TRANS I D: 407655 6.Design assumes full bearingwedge �'/�� 5.CompuTrus has no control over and assumes no responsibility for the 9 at all supports shown.Shim or if fabrication,handling,shipment and installation of components. necessary. 7, of`REGONO� �Ix ��St 6.This design is furnished subject to the limitations set forth by7.Designlaes shall be assumes adequate on both dthifac a isprovided.truss,a LIP. 7/ 111111111111111111 VTPI/WICA in BCSt,copies of which will be furnished upon request 8.tineseco tarda with joint center Rnes9. s of truss,and placed so their center MiTek USA,InC./COI11puTfuS Software 7.6.6(1 L)-E late in inches. 10.For asicits �connector cate size plate design values see ESR-1311,ESR-1988(MiTek) O 7 4 �`_ MFRRIuL EXPIRES:12/31/2015