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Plans (62) M12o1 ococ svo cd.k(Aloa,sk -reil MiTek9 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-331 UPPER Fax 916/676-1909 POLYGON 4A 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:R42899124 thru R42899131 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. P R OpeGIN ns �� a 2PE 0-1 OREGON q5) � CIO MBER SA. HES` EXPII_RES: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 4A R42899124 PL14-331_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 15:37:31 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-g191corFK5kb_Lv_HmL5V6H5DL81Xvld_Isyhuya0bl 1-8-0 1 1 3x4 II 2 3x4= 3 3x4 II Scale=1:8.7 a o , N e e 5 3x6= 3x6= 3-10-0 3-10-0 Plate Offsets(X,Y)— j1:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) IIden 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/TP12002 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(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=98510-5-8 (min.0-1-8),4=985/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-373/0,3-4=-373/0 BOT CHORD 45=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) `�e,0 PR p,cEss �� 870 2PE • mac" o cv y Cn4J, OREG N 'ASO '`I&ER HER EXP I RES:06130/2015 September 26,2014 ®N+ARMhG-Verity design pararne yrs and READ NOTES ON THIS AND INCLUDED fdI7EK REFERENCE PAGE felt-1413 rose 1/29/2014 8fF17REUSE 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 if Southern Pine ISP)lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply POLYGON 4A R42899125 PL14-331_UPPER FG FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:30 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh_BZbwOSrdZockNCKnj2gszvk?wxhGoM_TI5609SyaObJ 1 1-0-0 1 1 1-2-4 I[ 1-2-0 { 0- 1-8 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 e a a o �® o e a a a a / N / N / N /-\ X \ / N! e o a e° a a 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 7-9-121:71 -7-01 }-4-12 I 21-9-12 7-9-12 0-7 t)-7-0 12-10-0 Plate Offsets(X,Y)- 18:0-1-8,Edge],129:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 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 Ince NO WB 0.64 Horz(TL) 0.08 23 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (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(lb)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. +q,VC) PR QFF The design/selection of such connection device(s)is the responsibility of others. U. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �co �NG')N�F� c�/O2 LOAD CASE(S) Standard �� 87022 P E 9r 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) N Vert:36=-468(F) - •9 4 OREGO �O Okt �Or) weER \ Qr SA. HEC1/4 \-4 - EXPIRES:06/30/2015 September 26,2014 A WARNING-Verity design parame ten and READ NOTES ON MIS AND INQUDED MIIEK REFERENCE PAGE MII-1413 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. Mil 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/TPI l 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 N Southern Pine ISP)lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply POLYGON 4A R42899126 PL14-331_UPPER FT1 Floor 11 1 ,Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 Muck Industries,Inc.Thu Sep 25 15:37:32 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-8yjhp8su5PsScVUArTsK2KpK21MdGETm DPbVDLyaObH j-- 2-0-0 1 2-0-0 11 2-0-0 1 1-5-4 IF 1-2-0 11 1-8-8 -I 1 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 0 19 "O ji -e 0 O O r 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 �-4 12 21-9-12 1 7-9-12 '0-7-0 b-7-01 12-10-0 Plate Offsets(X,Y)— [6:0-1-8,Edge],[20:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 OF 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=-307410,4-5=-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 c,',.(<- 6"-- N, PROFESS ç3 <NG I NEF,9 /u2 Qt 870 2PE /r ,cv y "oj, OREGON 25 OO "P '4,/BER N \- S A. HES EXPIRES:00/2015 - September 26,2014 i A WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MII-7413 re V.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/H.11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inforrnatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ON lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply POLYGON 4A R42899127 PL14-331_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 15:37:33 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh_c8H31 UtWsj?JEf2MOBNZaXMWi9jl?j_vS3L2mnya0bG 2-6-0 I 1 1-40 11 1-2-0 11 1-0-12 1 Scale=1:33.7 1.5x3 I I 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 4 _a e e e _ • O O N r N sL •e e a e - e e - Plin 1. 15 14 13 12 3x4 = 3x8= 3x4= 3x4= 3x8= 3x4= Q9-9-8 10-6-0 I 9-1-0 9-I I,g1811 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 Lid 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. (lb)-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 ��,c PROFess c 870 2PE -9r" N »' N -7 .-$, OREG N cl <v COQ 1I8ER \'�P� S A. He.' - EXPIRES:G6/30/2015 September 26,2014 WARNING-Verity design parameters and READ NOTES ON IRIS AND lNCIUr7fD MITEK REFERENCE PAGE MII-1413 rev.1/19/20I4 BEFORE USE avvv" Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. MI. I 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-Te k. 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 these effective 06/01/2013 by ALS' Job Truss Truss Type Qty Ply POLYGON 4A R42899128 PL14-331_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 15:37:33 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh=c8H31 UtWsj?JEf2MOBNZaXMWr9kP?k5vS3L2mnyaObG 2-6-0 I I 2-5-4 ----I 1 1-2-0 I I 1-3-4 I - Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 7 8 9 0 v o ;e2 : 14444% o 1 14 13 12 11 10 3x4= 3x8= 1.5x3 I I 3x4= 3x8= 3x4= 8-11-12 7-9-12 F-4-121 9-1i 18-1-8 7-9-12 0-7-0 0-7-0 9-0-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edge),[12:0-1-8,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 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:80 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 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 �C,NS /N�1NEF,y 2 02 87022PE T— n OREG N c Ot[/� iii EXPIRES:116/30/2015 - September 26,2014 r • A WARNING-Verify design parameters and READ KITES ON THIS AND INCLUDED MITER REFERENCE PAGE P111.1413 rev.1/29/2014 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 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 ANS1/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 U Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALS{ Job Truss Truss Type Qty Ply POLYGON 4A R42899129 PL14-331_UPPER FT4 Floor 1 1 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:34 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-4KrREqu8d07AspdYyuuo7lugsZ5?kFt3gj4cl DyaobF 2-6-0 I I 2-5-4 11 1-2-0 11 1-0-0 1 Scale=1:22.1 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 - e - o = a e o, o 0 0 N Ad/— 1 .2-1 e e o e e 12♦ 11 10 9 3x4= 3x4= 3x6= 1.5x3 II 3x4= 9-1-4 I 7-9-12 18-4-12 18-11-12 12-8-12 I 7-9-12 0-7-o 0 7 0 0 3-7-8 Plate Offsets(X,Y)— [4:0-1-8,Edge],[9:0-1-8,Edge] 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!nor YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (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=-1691/0,4-5=-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 „`5 „NG{NEc'9 X02 (- 87022PE ry cn ,cv A),, OREG•N tip OW � 4 N 7 "P 400 8ER \ P SkH .# _ EXPIRES:06130/2015 September 26,2014 i p A WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MII-7413 reit 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. VIII 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/TPI I Quality Criteria,SSB-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(SPI lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply POLYGON 4A R42899130 PL14-331_UPPER FT5 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 15:37:35 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh=YXPpSAumOKF1 TzCIWcQ 1 gyRtbyOVTdhCvNg9gfya0bE I 2-6-0 I 1 1-1-8 II 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 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • ea o 4/ o_ • _ iiiiiiiii, _• N _ _ _ - - ( : 4'414104- 3x4 = 3x8= 3x4= 3x4= 3x8= 3x4 = 9-7-0 10-3-8 I 8-10-8 9-1)10 pat-0II 19-1-4 1 8-10-8 0-h-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,Edoel 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 Incr 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- 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 SOT 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 "0cOPRQFEss tc'c?\c, �N(,4 N F'g /L2 �- 87022P� -- „ 4 ,, . 37 "oj, OR GON (1,3 <v dor, $ER \\ Q UO sk H - EXPIRES:06/30/2015 September 26,2014 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIIEX REFERENCE PAGE MII-7473 res 1/29/2014 BEFORE USE1• Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. r. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/1P11 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 Pine(SP1 lumber is specified,the design values are those effective 05/01/2013 by ALSC Job Truss Truss Type Qty Ply POLYGON 4A R42899131 PL14-331_UPPER FT6 Floor 2 1 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:35 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh=YXPpSAumOKF 1 TzCIWcQ 1 gyRsDyP?TeQCvNg9gfyaObE 2-0-0 I 1 1-10-0 I I 1-2-0 1 1 1-0-12 I 2-6-0 I I 2-6-0 2-6-0 Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 I I 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 e eo_ o _ e_ e N � -111%1144114411*- � N e ee 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,Y1— [13:0-1-8,Edgel,114:0-1-8,Edoel 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) -0.25 13 >880 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 13 >564 360 BOLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.06 16 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (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=0/1179,415=746/0,4-14=-3/579,9-11=-1854/0,9-12=0/1244,7-12=-59010,7-13=-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 ,q,9 PROFee, �� ANG,NEFR X02 cz' 87022P �r 0(646, N yAj, OREGO tis OLI 1) '11,1 BER \' P� S A. H -V1/4 - EXPIRES:G6/30/2015 September 26,2014 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-1473 rev.1/29/2014 BEFORE USEl • Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 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 SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber 4 specified,the design values are those effective 06/01/2013 by ALSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury IjjDimensions are in ft-in-sixteenths. liTlik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See BCSI. 0 1 ,� 2. Truss bracing must be designed by an engineer.For -/16" 4 wide truss spacing,individual lateral braces themselves o WEBSA U= may require bracing,or alternative Tor I 411. _ = ., p sbracing should be considered. O INRIIW 3. Never exceedmaterials theon design inadequately loadingbraced shown andtrusses.never U a_ 11111)A 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate '': 6-7 c5-6 designer,erection supervisor,property owner and plates 0-14a 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. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated by symbol shown and/or SYP represents values as published specified. i by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. �-•••• 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (Supports) occur. Icons vary but reaction section indicates joint ©2012 MiTek All Rights Reserved approval of an engineer. } number where bearings occur. 17.Install and load vertically unless indicated otherwise. r ® Min size shown is for crushing only. MImo , 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,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, Wh 07' 20.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 Ir co 22' W,_O N w S t./) U ,_Q O w cn c ..—fr'El L G CC ry d O � O w r m lL S w J _ O~U Q Q 1— '-‘ U w¢Z S + ce J ti d 4 cc Uco C) w w ''w 1Iid Z z¢Z,, \ > . I — W W Q c7 O U O J w ¢z¢ ¢ U zO (11 �w�¢� Z U U LL.I o~z,c2 I—I Z Z z Ce ,Cm O J O U CD I wQmQg C.3 U) U) CD (o ¢}to U Z z ` Z r O C n U) Z w.V,Oi t.72 U I—I • O O U) - m.—w w • CC I— F— Q c cn w"c 5 z W C!) U) U)• O =z O O S w Z z O Z 4 c C[ O OU¢Q o is Z O Z O D w 0 CD (...) }.OZ CU'3 a . I-I L L LLU) I Q .w z 0 cc `J ♦R Z Z 5 Z o w?EF,. c=n a O Q O� Ov ce Oz ._¢._ W to H,U_,Z H ' 16.5:121 ® El ' - F-Hmlwm Ur sU-oo ! $ i " 625/12 i En 4 6.25112t .4- ,, .I I �� I cc‘ m • I / j / I I 4.1I` i I I M , 1\ . t-- i \ I 14 (' *Iv0 T7112 i (0«! ~. ❑X CONFORMS TO DESIGN CONCEPT . N - , <�«11i L. Q CONFORMS TO DESIGN CONCEPT WITH i4:112.— REVISIONS NOTED Cl Gel> ❑ NON-CONFORMING—REVISE&RESUBMIT 91.4■PLATE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE DIFFERANCEFABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN T-3 1/4 DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE r 7 PRIORITY OVER THIS SHOP DRAWING. 1'- 1(2' By David R Burnett Date 10/6/14 i MILBRANDT ARCHITECTS ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/08/14 PRUSSCALCNT OULA NLY IONSANREFER D° ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1 DRAWINGS FOR ALL FURTHER 4-A NH KDATI INNERMON BUILDING DESIGNER/ENGINEER ATI OF RECORD PLAN: DRAWN BY: REVISION-2 RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 4-A NH I A CHECKED BY' DESIGNER/ENGINEER OF RECORD TOW TR II P______*,acili REVIEAND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3 DESIGNS PRIOR TO CONSTRUCTION. } 1/8"= 11 All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 0>o W Hcm Z .- w O Oa F- CO w wx w c� zx wtiJ WCCS r-,CC 0 I- • d = LULL-ILL- 2 Z-7 ai w w Q L_, o o o U V w CC z CC ¢ U CD CD Z U U 5. o o cc ' Z Z Z cc w o-1 o LD LD i w 4 m CI 0 cn cn O Jz�Qo z ai-e'1UOO Cr)( w o I--I ' O O Ln = m,--w w - CC F-- F-- Q cn B¢Bj H LLI I • Ln cn (n �O =oozQ o LL.I . _O Z z`�o¢o w z O O v- z.a - H . LL LL Lr1 i Q w Z O CC i 1-c Z 5 Z E`n �J o¢¢ O O w� OZ owoo� LU S x¢ x U.,U Z H ®P ❑ a¢ao m U . 615:12 1 I , OX CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED I = i I ❑ NON-CONFORMING—REVISE&RESUBMIT 1 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 6.26/12 • PRIORITY OVER THIS SHOP DRAWING. • By David R Burnett Date 10/6/14 ' • MILBRANDT ARCHITECTS 43 — o) . ,;, 6.26/12 •.ry ' 0 '0 m. :m I , : . I CDI I . I > . . r B1 A ,r 0°. a , i i i 6: / A , .• . , . . .., , . . . . . ,, . ,, , . 1, ..._ • . . . . . . 2y . 28 T-711r _ V`, AGE r Cl. `I4:12` 1 W-4'PLATE C1 GE DIFFERANCE T-3114• 1 1 1'-i 1{2' ©Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/08/14 PLACEMENT NLY REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER ______:_ 4-A NH KD DESIGNER/ENGIONEERUOFR CORDa \ , um er PLAN: DRAWN BY. REVISION-2. RESPONSIBLE FOR AL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 4-A NH I A CHECKED BY DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL O T R U C CS C O M P A N Y DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. Q[ J 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. I 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 TPIM/TCA 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). W.�► t,Y -' -AO Nis ,Zj , G; 10 .z tt ii, $ I r__ A •*'.#i,11,'. ,04314b 1 f t: /0/ - I }:P1F I3 70 lID II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-11-00 GIRDER SUPPORTING 45-06-00 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) 86 2- 8=(-712) 3076 2- 3=(-5662) 1266 BC: 2x8 KDDF #1&BTR 2- 3=(-5662) 1266 8- 9=(-706) 3054 8- 3=( -582) 2678 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3698) 932 9-10=(-624) 3054 3- 9=(-1184) 378 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-3698) 932 10- 6=(-628) 3076 9- 4=(-1344) 5302 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 11.0" V 5- 6=(-5662) 1266 9- 5=(-1184) 378 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 543.8)+DL( 389.8)= 933.5 PLF 0'- 0.0" TO 12'- 11.0' V 6- 7=( 0) 86 5-10=( -580) 2678 BC LATERAL SUPPORT <= 12"OC. UON. 5- 6=(-5662) 1266 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -1508/ 6556V -236/ 238H 5.50' 10.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12'- 11.0" -1508/ 6556V 0/ OH 5.50" 10.49 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing"' nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 5' oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001' @ -1'- 0.0" Allowed = 0.133' 9' oc in 2 rows) throughout 2x6 webs, MAX LL DEFL = -0.025" @ 6'- 5.5" Allowed = 0.600" 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.050" @ 6'- 5.5" Allowed = 0.800" 6-05-08 6-05-08 MAX LL DEFL = -0.001" @ 13'- 11.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 13'- 11.0" Allowed = 0.133' 3-03-02 3-02-06 3-00-10 3-04-14 MAX HORIZ. LL DEFL = 0.007" @ 12'- 5.5" '( T T 1' ' MAX HORIZ. TL DEFL = 0.011" @ 12'- 5.5" 12 M-4x6 12 DESIGN ASSUMES MOISTURE CONTENT DOES 14.00 7 \114.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 4.0"4 �� Design conforms to main windforce-resisting Aq system and components and cladding criteria. ,I' Wind: (All0 mHeights),3Enclosed,4Cat.2, Exp.B, MWFRS(DE ir), load duration factor=1.6, 1111111. Truss designed for wind loads in the plane of the truss only. N- M-4x12 M-4x12 0. �A A�� CO O co M-1.5x3 M 1.5x3 A CD glirAl I Ma I Mira C) 000"111111 CD IcflMII co �� 1 • 8 9 10 '•6 M-12x14 M-3x10 =M-10x10 M-3x10 M-12x14 1, y 1, /, y 3-03-02 3-02-06 3-02-06 3-03-02 1, 1, ), y 1-00 12-11 1-00 JOB NAME : POLYGON 4-A NH - AG c__<<!LII)17Z:.°6./ Scale: 0.2499 �C� G7IS11 � WARNINGS: GENERAL NOTES,unless otherwise noted: 7 7' 'fir 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =��P Truss: AG and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , �_ is the responsibility of the erector.Additional permanent bracing of ,` - continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n� DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �y 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 605 2929 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, 420.1-7,,/ \�` i:N design loads be applied to any component. and are for"dry condition"of use. }� 4 2� -T TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifVP P. fabrication,handling,shipment and installation of components. 7necessary. MFR R 1 f�\ .Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1101 VIII III I VIII VII IIID(III IIII IIII TPINVECA in SCSI,copies of which will be furnished upon request. Digit ci dicat with joint ate in inche. 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) EXPI RES: 1 2131/201 5 1 IIDOMIIIII This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 49'- 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) 52 2-12=(-1145) 3412 3-12=( -243) 295 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3743) 1459 12-13=( -912) 3044 12- 4=( -161) 480 WEBS: 2x4 KDDF STAND 3- 4=(-3577) 1465 13-14=( -700) 2590 4-13=( -569) 346 LOADING 4- 5=(-2976) 1320 14-15=( -713) 2453 13- 5=( -204) 792 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2278) 1172 15-16=( -924) 2817 5-14=(-1009) 554 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2278) 1172 16-10=(-1152) 3185 14- 6=( -788) 1764 TOTAL LOAD = 42.0 PSF 7- 8=(-2976) 1320 14- 7=(-1010) 554 OVERHANGS: 12.0' 12.0' 8- 9=(-3577) 1465 7-15=( -204) 793 LL = 25 PSF Ground Snow (Pg) 9-10=(-3744) 1459 16. 8=( -569) 346 Connector plate prefix designators: 10-11=( 0) 52 8-16=( -161) 481 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=( -243) 295 M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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) 0'- 0.0" -367/ 2172V -304/ 304H 5.50" 3.48 KDDF ( 625) 49'- 0.0' -367/ 2172V 0/ OH 5.50" 3.48 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.258" @ 24'- 6.0" Allowed = 2.404' MAX TL CREEP DEFL = -0.490" @ 16'- 6.1" Allowed = 3.206" MAX LL DEFL = -0.002" @ 50'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ 50'- 0.0' Allowed = 0.133" MAX HORIZ. LL DEFL = 0.108" @ 48'- 6.5" 24-06 24-06 MAX HORIZ. TL DEFL = 0.176' @ 48'- 6.5" 6-05-12 5-11-08 5-11-08 6-01-04 6-01-04 5-11-08 5-11-08 6-05-12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 6.25 I/ \]6.25 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 ,'o' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r,,,,,h, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 M-5x6(5) 5 M-5x6(5) 0 0.25" 0.25" 4 M M-1.5x s 1 11V j1.5x3 0 0 o 1 12 �3 14 '115 M-3x4 M-3x8 16 11 o o �M-3x8 M-3x4 b.25" M-3x8 0.25' c M-5x8(S) M-5x8(S) y ,1 /' y y 1, 3, y y 8-06-03 7-11-15 7-11-15 7-11-15 7-11-15 8-06-03 y y 1-00 49-00 1-00 JOB NAME : POLYGON 4-A NH - B1 �����GPN O ROFFSs� Scale: 0.1287 5' (G1/gu r Q2 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 _ / P E Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper /J/ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `, �' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as I ood sheathing(TC)and/or drywall(BC).p cw g(r ) DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -41 SC 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. "9 OREGON (/ S E L- ,7 \b` {� design loads be applied to any component. and are for"dry condition"of use. /Q '9 14 20 -!' TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /� 1 �f. fabrication,handling,shipment and installation of components. necessary. �`R R f L_ 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVTCA in SCSI,copies of which will be furnished upon request. it coincideidiwithizjoint ate in inches.9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 IIHII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF g DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 24-06 24-06 12-03-10 12-02-06 12-02-06 12-03-10 12 I'M-4x4 12 /— 6.25 1/ � .25 o M-3x5(S) M-3x5(S) O I1iiI5 dIlIlIl11;ffIII MM ' ` O O O 0 M-3x4 M-3x5(5) M-3x5(5) M-3x4 ), ,1 ,1 y 16-06-01 15-11-13 16-06-01 Ji y y y 1-00 49-00 P JOB NAME : POLYGON 4-A NH - B GE1 S', -1-, GINE,,,,,FEss, Scale: 0.1680 c\ � '�8/1 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7' "9r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = �P E Truss: B GE 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at ' DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , �_ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) `fir pyw g(TC)andlordrywall(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. 57 A_OR EGON fit, SEQ. : 6052931fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 'S design loads be applied to any component, and are for"dry condition"of use. /O Xi? 14, 20 P+ TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. /� . 7.Design assumes adequate drainage is provided. R R L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIHI VIII I1II VIII VIII IINI VIII IIII III) TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 II I IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC .. . LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0' 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ror equal typical at stud verticals. er Refer to CompuTrus gable end detail for 6-05-08 6-05-08 complete specifications. T '1 1' DESIGN ASSUMES SHEATHING ATTACHED TO ONE FACE. 12 IIM-4x4 12 14.00 Ar, \14.00 III N- 0 CD O co A Oa a 44111111116k a 5 ,L y )' 1-00 12-11 1-00 �ck0 PR QFFS JOB NAME : POLYGON 4—A NH - A GE Sale: 0.3258 .�� � ���l s'o2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9 2 1 I P E 9< 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '---41110P Truss: A GE and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , �� DES. BY: BSf Ili �. P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON I'. �1 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. A_ SEQ. : 6052932 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� -`T,9 �` design loads be applied to any component. and are for"dry condition of use. Q 7 4, 2'' ''\ '1- TRAN S I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �Q` fabrication,handling,shipment and installation of components. necessary. �� P P 7.Design assumes adequate drainage is provided. R r y L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111 VIII VIII DII IIII IIII HI I IIII TPIM/l CA in BCSI,copies of which will be furnished upon request. it coincide with joint tecenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 111001111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and windforce-resistingcriteria. DL ON BOTTOM CHORD = 10.0 PSFp cladding Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=25.6ft, TCDL=4,2 BCDL=6.0 ASCE 7 10 considered for this design. p , , LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ror equal typical at stud verticals. er Refer to CompuTrus fable end detail for complete specifications. 24-06 24-06 12-03-10 12-02-06 12-02-06 12-03-10 12 HM-4x4 12 6.25 I/ 0 '''\I 6.25 oM-3x5(5) IttM35( ) O COI C. 1 ��,I iiIIIII) iII4j 0 o .,r ■■ 4 o 0 M-3x4 M-3x5(S) M-3x5(S) M-3x4 c, J, y y .1 16-06-01 15-11-13 16-06-01 y y 49-00 R JOB NAME : POLYGON 4-A NH - B GE2 5����GPN�FFss/ Scale: 0.1697 g CG`�/811� O�WARNINGS: GENERAL NOTES,unless otherwise noted: • '9r B C 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 P E Truss: B GE2 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 41114 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , �' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d �� P Y�^� 9(T ) rywall(BC). � DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON SC �` 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. "?G "�! 4(J SEQ. : 6052933 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / �), O� design loads be applied to any component. and are for"dry condition"of use. O 7 4 2 P-�- TRANS I D: 407 653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.necessary. MFR R 4 L�- Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6. Plates shall be located on both faces of truss,and placed so their center 1111111 11111 11111 VIII 1111 (IIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. dings coidciae with joint aentnr nche. 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-1968(MiTek) EXPI RES:12i31/2015 , HDOII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-7370) 2980 1-12=(-2604) 6818 1- 2=(-7370) 2980 16- 8=(-565) 347 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-7391) 2850 12-13=(-1507) 4496 2-12=( 0) 267 8-17=(-165) 479 WEBS: 2x4 KDDF STAND; 3- 4=(-3150) 1382 13-14=( -878) 2897 12- 3=(-1416) 4033 17- 9=(-243) 294 2x4 KDDF #1&BTR A LOADING 4- 5=(-2722) 1283 14-15=( -662) 2480 3-13=(-2068) 825 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2242) 1190 15-16=( -721) 2422 13- 4=( -128) 434 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2255) 1174 16-17=( -931) 2806 4-14=( -669) 362 BC LATERAL SUPPORT <= 12'OC. UON, TOTAL LOAD = 42.0 PSF 7- 8=(-2952) 1323 17.10=(-1159) 3162 14- 5=( -218) 730 8- 9=(-3546) 1468 5-15=( -984) 545 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 9-10=(-3714) 1458 15- 6=( -814) 1745 10-11=( 0) 52 15- 7=(-1015) 553 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-16=( -203) 805 Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. C Connector 8,0N18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS M18HS (or = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE MAN. (SPECIES) , ,M160'- 0.0" -323/ 2058V -301/ 295H 5.50" 3.29 KDDF ( 625) 49'- 0.0" -368/ 2175V 0/ OH 5.50" 3.48 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing"! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.452' @ 13'- 4.0" Allowed = 2.404" MAX TL CREEP DEFL = -0.865' @ 13'- 4.0" Allowed = 3.206" MAX LL DEFL = -0.002' @ 50'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 50'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.253" @ 48'- 6.5" MAX HORIZ. TL DEFL = 0.414' @ 48'- 6.5" 24-06 24-06 T f T DESIGN ASSUMES MOISTURE CONTENT DOES 4-10-09 4-02-12 4-06-04 5-06-02 5-04-06 6-01-04 5-11-08 5-11-08 6-05-12 NOT EXCEED 19% AT TIME OF MANUFACTURE. f f f f f f f f f f Design conforms to main windforce-resisting 12 M-4x6 12 system and components and cladding criteria. 6.25 I/ �1 6.25 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,- load load duration factor=1.6, Truss designed for wind loads M-3)(45 in the plane of the truss only. 7M-3x4 M-5x6(S) CD M-6x10(5) M-3x44 0.25" 0 0.25"111111‘ II\ 4111111111111111111111111iiiiiitt M-3x8 je• 9M-1.5x3 M-1.5x3 co M M-5x16 �'12i Mc. o 1 .✓_ ori-�� o *. M 10x10 13 14 15 �� 17N. .�1do o MSHS-9x18 M-3x4 M-3x8 0.2� M-3x4 M-3x8 0 -1 3.50 3.50 r---- M-5x8(S) 12 12 ), i' )' ,1 y )' , 6-10-12 y 6-05-04 , 5-06-02 5-07-14 8-01-01 7-11-05 8-05-09 y y , 6-10-12 6-05-04 35-08 1y 0y0 49-00 1-00 ci PR°FFs JOB NAME : POLYGON 4-A NH - BV '' INS ,s- ,-,s- Scale: 0.1172 � �Piifli 2WARNINGS: GENERAL NOTES,unless otherwise noted: , '9r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =��P E Truss: BV and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 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. -y A_OREGON 44 SEQ. : 6052934 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G- -7 \�` N design loads be applied to any component. and are for"dry condition"of use. �O }� 23 A�. TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if _ fabrication,handling,shipment and installation of components. necessary. V 7.Design assumes adequate drainage is provided. 6. R L�- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111111111111 TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11011 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 6-7=(-179) 173 6-2=(-456) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,C. 2-3=(-239) 126 7-8=( -22) 32 2-7=( -49) 146 WEBS: 2x4 KDDF STAND 3-4=(-239) 126 7-3=( -30) 120 LOADING 4-5=( -6) 146 7-4=( -49) 146 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-8=(-456) 184 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -71/ 487V -188/ 188H 5.50" 0.78 KDDF ( 625) Connector plate prefix designators: 7'- 3.2" -71/ 487V 0/ OH 5.50" 0.78 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 IAC 2012 NOT BEING MET. 'GOND. 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 = -0,001" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-07-10 3-07-10 MAX LL DEFL = -0.001" @ 8'- 3.2" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 8'- 3.2" Allowed = 0.133" MAX IC PANEL LL DEFL = -0.047" @ 1'- 10.9' Allowed = 0.317" 12 12 MAX TC PANEL TL DEFL = 0.096" @ 5'- 2.9" Allowed = 0.476" . M-4x6 14.007 3 4.0" 14.00 MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.5" I\ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Su Wind: 140 mph, h=21,8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. m 0 u) M-3x4 41M-3x4 ch 111\ .10000000000111 .4- 0 C. so 0 0 r 1 I ettt� i T 6► 7 _148 M-1.5x3 M-3x8 M-1.5x3 y y 1, 3-07-10 3-07-10 1, * * 1- 1-00 1-00 7-03-04 1-00 JOB NAME : POLYGON 4-A N H - Cl c-sq' AG PN O,,ppF�`S�'/ Scale: 0.4001 ?\ f1/S//r oZ WARNINGS: GENERAL NOTES,unless otherwise noted: at- !/ 'yam Cl1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =��P E Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ' DES. BY: BS 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 /0(4111! �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n-- DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ IC 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. - A_OREGON Cc/ SEQ. : 605 2935 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, �� "f \b' As design loads be applied to any component. and are for"dry condition"of use. O -" 1 4' 20 �-}- TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. /1/J� 1 7.Design assumes adequate drainage is provided. R R 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 VIII VIII III VIII VIII IIIA I III/III/III TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 1 2131/201 5 lID IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.2" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 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 Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ror equal typical at stud verticals. er Refer to CompuTrus fable end detail for complete specifications. 3-07-10 3-07-10 1' '1 1' 12 IIM-4x4 12 DESIGN ASSUMES SHEATHING ATTACHED TO ONE FACE. 14.00V 2 N14.00 I\ II N O O O U) szt O 0 O U) O O T 1 111111111111 r 4 5 )" y y y 1-00 7-03-04 1-00 JOB NAME : POLYGON 4-A NH - C1 GE 5����GPN�FEss, Scale: 0.4473 s) '''71i3111' 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� -S. 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 -�S P E Truss: Cl GE and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. l 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood ,001.40111! DATE: 9/8/2014 responsibilitybuilding designer. required where shown and/or drywall(BC). ' the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing where ++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '}7 OREGON ((/ SEQ. : 6052936 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- 2j ,fib` design loads be applied to any component. and are for"dry condition"of use. d '9 y .�4, 00 —� TRANS I D: 407653 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 V P fabrication,handling,shipment and installation of components. necessary. /��R R I L�6 7.Design assumes adequate drainage is provided. 8.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 1101 VIII VIII VIII VIII VIII 11111E111 TPIIWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 IIHDOII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.D0 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 6-7=(-321) 387 2-6=(-180) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -83) 157 6-3=(-579) 555 WEBS: 2x4 KDDF STAND; 3-4=(-376) 415 3-7=(-358) 345 2x4 KDDF #1&BTR A LOADING 4-5=( -20) 9 7-4=(-387) 349 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 01- 0.0" -54/ 439V -256/ 393H 5.50' 0.70 KDDF ( 625) 7'- 7.5" -278/ 450V 0/ OH 5.50" 0.72 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -D.001" @ -1'- 0.0' Allowed = 0.100' M,M2DHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -O.OD2" @ -1'- 0.0' Allowed = 0.133' 3-07-09 3-08-03 0-03-12 MAX BC PANEL LL DEFL = -0.080" @ 3'- 8.8' Allowed = 0.326' '' T '1'1 + Laterally brace to roof diaphragm. MAX BC PANEL TL DEFL = -0.199' @ 3'- 8.8' Allowed = 0.435" M-1.5x35 HORIZ. LL DEFL = 0.003' @ 7'- 2.0" 5 Refer to CompuTrus standard MAX HORIZ. TL DEFL = 0.003" @ 7'- 2.0" gable end detail for complete M-3x 5 specifications. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 4e� Design conforms to main windforce-resisting 14.007 system and components and cladding criteria. M-1.5x4 Wind: 140 mph, h=24,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ti` load duration factor=1.6, Truss designed for wind loads M-3x5 in the plane of the truss only. M-3x4 Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top �� chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are �o11111 A o permissible at inlet board areas only. M-1.5x3 0 1 00 00 c) M-3x4 M-3x4 1, 1, /, 1-00 7-07-08 JOB NAME : POLYGON 4-A NH - C2 5-<<- N�FFssi Scale: 0.2938 5\ '7/g// 02 WARNINGS: GENERAL NOTES,unless otherwise noted: �� �f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =9S P E Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper AO", 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f, �_ is the responsibility of the erector.Additional permanent bracing of 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++ CZ- 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. 17 4, ,OREGON SEQ. : 6052937 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� 2l,9 �` i�� design loads be applied to any component. and are for"dry condition"of use. Q y 1 2.0\,Til.. TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if `_ fabrication,handling,shipment and installation of components. necessary. '1' "V 7.Design assumes adequate drainage is provided. R R L 8.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 1101 TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincideidwith jointain inches.9. Digits indicate size of plate in inches. MiTek USA,InC./CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIOHOIII This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-321) 387 2-6=(-18D) 235 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=) -83) 157 6-3=(-579) 555 WEBS: 2x4 KDDF STAND; 3-4=(-376) 415 3-7=(-358) 345 2x4 KDDF #1&BTR A LL( 25.0)+DL( 7.0)LOADING 4-5=( -20) 9 7-4=(-387) 349 TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0° LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -54/ 439V -256/ 393H 5.50" 0.70 KDDF ( 625) 7'- 7.5" -278/ 450V 0/ OH 5.50" 0.72 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Designnet(-5psf) upliftspacing.' M,M2OHS,M18HS,M16 = MiTek MT series checked for sf at 24 "oc s acin .� BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0' Allowed = 0.133" 3-07-09 3-08-03 0-03-12 MAX BC PANEL LL DEFL = -0,080" @ 3'- 8.8' Allowed = 0.326" 1' T T'1 MAX BC PANEL TL DEFL = -0.199" @ 3'- 8.8' Allowed = 0.435" 12 M-1.5x3 5 -/ MAX HORIZ. LL DEFL = 0.003" @ 7'- 2.0" 14.00 MAX HORIZ. TL DEFL = 0.003" @ 7'- 2.0" r DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, 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. M-3x4 3 ct CZ, AA a M-1.5x3 v O' ii CD 1 IX .-- 6►�. 7► -V M-3x4 M-3x4 ,l y 1-00 7-07-08 JOB NAME : POLYGON 4-A NH - C3 5..c<c- P �FF Scale: 0.3002 �\ %,.‘,79GioteNtipri.,:so,--„ofr.„WARNINGS: GENERAL NOTES,unless otherwise noted: ��L.//� 1. Builder and erection contractor should be advised of all General Notes 1.This desgn is based only upon the parameters shown and is for an individualTruss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, ncorporation of component is the responsibil ty of the building designer.3.Additional temporary bracing to insure stability during constriction2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by1, is the responsibility of the erector.Additional permanent bracing of 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. -f! OREGON SEQ. : 6052938 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, '� A. design loads be applied to any component. and are for"dry condition"of use. 20 TRANS I D: 407653 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 141, `> fabrication,handling,shipment and installation of components. 7.necessary. R R I L 0 Design assumes adequate drainage is provided. `. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII VIII VIII VIII VIII I III!III!III TPI/WTCA in BCSI,copies of which will be furnished upon request. it coincide with joint ate in che. 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(MTek) EXP!RES: 12/31/2015